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31087
L(� 0 S 31 INS Hydrology Study City of La Quinta Tract No. 31087 Darby Road Feiro Engineering, Inc. P.O. Box 12980 Palm Desert, CA 92255 (760) 346 -8015 (760) 346 -2548 Fax www.feiro.net QROFESS /0 y �0 c? 52260 A tim 12/31/08Z Cl I OF' A,eftoat-, C-1c); 63T -001 03/16/07 C"m pal # 2 Introduction• The purpose of this report is to analyze the hydrologic characteristics of the proposed development of a 5 -acre site on Darby Road in the city of La Quinta and to calculate storm and runoff characteristics to be used in the design of the proposed development. The storm runoff produced by the development will be retained in an on -site retention basin at the low point of the site. Utilizing the RCFC &WD hydrology manual, the sizing of the retention basin will be modeled using the 3, 6 and 24 hour - 100 -year frequency storm by means of the unit hydrograph method. Existing Conditions: The site soil is classified as "MaB, Myoma fine sand ", a hydrologic group "A" soil. The Geotechnical Investigation confirms this by describing the soil as primarily fine- grained windblown sand. Percolation testing of the soil also revealed infiltration loss rates of 12 to 14 inches per hour. However per approval by the City Engineer, a maximum infiltration loss rate of 0.94 in/hr will be utilized in the design of the retention basin. The 5 -acre site is on the south side of Darby Road approximately 1/4 mile east of Washington Street. The current site conditions consist of vacant undeveloped land, with some sparse brush and weeds covering the site. The existing topography is moderately sloping in an easterly direction. The site is bounded by developed land on all sides. Darby Road lies to the north of the site. To the west of the site is a middle school that is currently under construction. With the completion of construction of the school, the perimeter walls will prevent runoff from entering the site. Hence, the tributary area will be the square footage of the site itself and the half width of Darby Road. There are two existing retention basins in close proximity to the site. Both of them are upstream from the site and affect the proposed developments hydrologic characteristics. See the attached "Off -Site Hydrology Map ". One is located on the north side of Darby Road, west of our site's west property line. The other is located at the intersection of Darby Road and Palm Royale Drive. There are two highpoints along Palm Royale Drive which limit the amount of storm water in this area. One is located 250 feet east of the intersection of Washington Street and Palm Royale Drive, at station 2 +50.00. The other is located at station 18 +10.40 Palm Royale Drive. Storm water flows in curb and gutter along Palm Royale Drive to 3 existing catch basins along Darby Road. One is located on the south side of Darby Road in front of the catch basin at the intersection of Darby Road and Palm Royale Drive. The other two catch basins are located just west of the west property line of Tract No. 31087 on the north and south sides of Darby Road. Proposed Drainage Concept: The proposed onsite drainage course will flow in a northerly direction towards Darby Road. Curb and gutter will direct the storm runoff towards the low terminus of the street. Each side of the street will have two catch basins which will collect the storm runoff and will be directed into the retention basin via 18" reinforced concrete pipe. As mentioned previously, all storm runoff will be retained in the retention basin with one foot of freeboard. Hence, the design of the retention basin will be based solely on the tributary area of the site. In the event the storm runoff exceeds the retention basin capacity, storm water will overflow out of the two catch basins on Croisette Court. When the water surface reaches 117.0, the depressions in front of each catch basin will be partially filled, with additional storm water flowing northerly onto Darby road in the gutter. However this will occur at a volume greater than the predicted 100 year storm event because the retention basin is approximately 2,000 cu. ft. larger than the calculated required volume. All runoff collected in the half width right -of -way will be collected by catch basin #3. Catch basin #3 is located 109 feet east of the west property line and is connected to the retention basin via an 18" reinforced concrete pipe. Because catch basin #3 is located midway through our site, we need to retain an equal amount of storm runoff. Retention Basin Methodology: The design of the retention basin was solely based upon the parameters outlined in the City of La Quinta Engineering Bulletin #97 -03. The depth of the retention basin is the maximum of 6' permitted per Engineering Bulletin #97 -03, Amendment #1 -item # 1. The depth was measured from the finish top of curb grade at the street (which is 118.02) to establish a bottom of basin elevation of 112.0. The basin must handle the greater of the 100 -year 3 -hour, 6 -hour and 24 -hour storm events. With the bottom of the basin elevation being 112.0, the 100 year water surface elevation will be 117.0. The capacity of the retention basin is found to be 18,200 Cu. Ft. Predicted On -site Retention Volumes: The tributary area of the proposed development will be split into three areas, one approximately 2.37 acres, Tributary area #1, another being approximately 2.27 acres, Tributary area #2, with Tributary area #3 being the half width of Darby Road frontage of our site, approximately 0.36 acres. Onsite retention will be required to retain the combined runoff from all 3 tributary areas; as a result one hydrograph will be used for the combined areas in the analysis of onsite retention. The three tributary areas will be used separately in the analysis of flows in the streets and entering the catch basins. Using the RCFC &WD hydrology manual, it was determined that the anticipated runoff volumes for the developed state during a 3, 6 and 24 -hour, 100 -year storm event would yield 14,498, 12,162 and 11,710 ft3, respectively for the 5 acre site. The 3 -hour, 100 -year storm event governs and will be implemented in the design and sizing of the retention basin. The designed retention basin capacity is 18,200uu.. ft., with a rectangular shape of 126'x 56', which is sufficient to contain the anticipat ?d storm runoff. The existing catch basin just west of the site transports storm water to the retention basin to the north via an 18" RCP. We found the retention basin to be approximately 700 Cu. ft. The calculation of the anticipated runoff volumes were solely based on the tributary area, rainfall data from the RCFC &WD hydrology manual, an infiltration loss rate of 0.94 in/hr and an impervious area assumption of 50 %. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Predicted Off -site Storm Runoff: The off -site area to be analyzed was split into 3 tributary areas, which are shown on the Off -site Hydrology Map. Using the RCFC &WD hydrology manual, it was determined that the anticipated runoff volumes for the tributary areas during a 3, 6 and 24 -hour, 100 - year storm event would yield 4,139, 4,213 and 23,790 ft3, respectively for tributary area 1; 6,233, 6,343 and 35,822 ft3, respectively for tributary area 2; 1,316, 1,340 and 7,566 ft3, respectively for tributary area 3. The two retention basins shown on the Off -site Hydrology Map were measured and found to hold approximate capacities as shown on the map. The existing retention capacities are not sufficient to hold the expected 100 year storm event, which would result in excess storm water flowing down Darby Road past Tract No. 31087. Our onsite retention basin will fill completely, and then excess storm water will overflow back onto Darby Road, continuing to flow to the east. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Predicted flow in the 18" RCP (i , Catch Basin #1: The tributary area of the proposed development that enters catch basin #1 is approximately 2.37 acres. Using the RCFC &WD rational method, it was determined that the Q developed during a 24 -hour duration 100 -year storm event from the tributary site would yield approximately 7.4 CFS and 4.6 CFS for the 10 -year storm event. Using Manning's formula, the flow capacity of an 18" reinforced concrete pipe at 2/3 full at 1.00% slope was found to be approximately 7.8 CFS. An 18" reinforced concrete pipe flowing at a slope of 1.00% will sustain an ultimate flowrate of 7.4 CFS during a 100 year storm event. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Predicted flow in the 18" RCP (a) Catch Basin #3: The tributary area of the half -width right -of way area that enters catch basin #3 is approximately 0.36 acres. Using the RCFC &WD rational method, it was determined that the Q developed during a 24 -hour duration 100 -year storm event from the tributary site would yield approximately 1.38 CFS and 0.87 CFS for the 10 year storm event. Utilizing Manning's formula, the flow capacity of an 18" reinforced concrete pipe at 1/2 full and 1% slope was found to be approximately 4.5 CFS. An 18" reinforced concrete pipe flowing at a slope of 1.00% will sustain an ultimate flow rate of 1.38 CFS. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Predicted flow in the 18" RCP between Catch Basin #2 and Storm Drain Box: The tributary area of the proposed development that enters catch basin #2 is approximately 2.27 acres. However this section of pipe will also need to contain the flow coming from the two other catch basins. Using the RCFC &WD rational method, it was determined that the Q developed during a 24 -hour duration 100 -year storm event from the tributary area would yield approximately 7.0 CFS and 4.0 CFS for the 10 -year storm event. Addition of this demand with the other demands results in 15.8 CFS demand on this section of RCP. Using Manning's formula, the flow capacity of a 18" reinforced concrete pipe at 5/6 full and 4.59% slope was found to be approximately 19.8 CFS. This storm drain will need to carry the combined runoff from all the catch basins, which totals 15.3 CFS. An 18" reinforced concrete pipe flowing at a slope of 4.59% will be sufficient to handle the anticipated flows. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Predicted Street Flow rates in Croisette Court: The predicted flowrates for the 100 -year storm at the terminus of the street are 7.4 CFS along the westerly curb and gutter and 7.0 CFS along the easterly curb and gutter. The arrival of the anticipated runoff volumes were solely based on the tributary area and rainfall data from the RCFC &WD hydrology manual. The tributary area for the anticipated flowrates is 2.37 acres along the westerly curb and gutter and 2.27 acres along the easterly curb and gutter. The runoff coefficient is measured from the Runoff Coefficient Curve Table (Plate D -5.1) which is 0.80. Lastly, the rainfall intensity is determined from the time of concentration nomograph and Rainfall Intensity Curve Data charts (Plate D -4.1). The on -site time of concentration for Croisette Court produced a value of 13.5 minutes, although 13 minutes will be used for design purposes. In turn, the rainfall intensity for the on -site street is 2.43 in/hr and 3.88 in/hr for the 10 -year and 100 - year storms respectively. These factors produce a peak anticipated flow rate of 4.6 CFS and 7.4 CFS along the westerly curb for the 10 and 100 -year storms respectively; and 4.0 and 7.0 CFS along the easterly curb for the 10 100 -year storm events, respectively. Catch basins #4 and #5 will take 2.5 CFS, leaving the remainder of the flow to be captured by catch basins #1 and #2. Catch basins with a length of 6' will capture all storm water into the retention system. Predicted Street Flowrates in Half -width of Darby Road: The predicted flow rate for Darby Road was determined in a similar fashion. The tributary area of the right -of -way is 0.36 acres while the runoff coefficient is the same as used for Croisette Court. The time of concentration for off -site drainage was calculated to be 9.3 minutes, which 9 minutes will be used for design purposes. Using the off -site time of concentration, the corresponding rainfall intensity are 3.01 in/hr and 4.81 in/hr for the 10 -year and 100 -year storms respectively. These factors produce an anticipated flowrate of 1.38 CFS during the 100 -year storm event. Attached are the charts and graphs from the Hydrology Manual along with the supporting calculations. Ronald K. Feiro President R.C.E. 52260 QRpFESS /O �O �p K. ti o c� No.C52260 m W. EXP. 12/31/08 CIVI In the City of Lo Quinto 6' BLOCK Hydrology Map } •� — - � L WALL r Tract Map No . 31087 J 119. J2 FL o �, �/ / I. I -I c� `!� ' I TRIBUTARY I 16 I I z I v 15 , , ' 17 " , , 18 z 12 13 14 °a AREA #3 <" o Z , ,' o - ,I I x0:36 ACRES TRIB TARY ACRES o E2.37 I, I ICATCH BASIN #1 'Q10 =4.6 CFS/ ' Q100 =7.4 CFS . I ,/ / I , _ I � a CATCH BASIN #3 Q 10 =0.87 CFS 10 i� Z`` ®�\ - - -- ------- --� - -- - - - -- - - -- - -� -- pig_. - -, -� -1' ' -�'� f'j�fjq� '- - / -�:✓ I Q100 =1.38 CFS _ Y / _ -� ,' �" _,� 11711 4 , FL I » 18 RCP I -._ � - 53 -•— �' _.,fin � '" � _ � _ _ , _ _ ,- - - - . -- - - — - - . -I — . . .-4 . -r �- ,_ - STORM DRAIN n �. { . �S s _ 101/ERFLOW �' . . . 120.46 FL. \ .�\. . . . -- - - -- - - - - -- - - - -- . �_ - 1 - - _ _ - . _ = E #r _ �1 ' '� j 3CATCH BASIN �Y3 .... .. .. \�. - -T . _- �Q10 -=4- 0 -CFS. - �.I\' _ I 04 ............ ;,.. 0100=70 CFS . . . . . . . . . �.\.' . , . �. I- i,- I i I 115.30 FL .............�. _ ........... r ,, I... I I I 11, �t 13 �. �4'.... .I ' ' 3. ' .2 ..' 1'. *18 ROP. . 6 4 . . .� STORM'.DRAIN. j /� �.. ........L .... RL= 1 . I.... . ... ..I . .... ......�... II i l , O . . . I TRIBUTARY . . . . . .� . . . . . . . . . �. . . . . . . . . I e I. (I I �, 2 . . . . 8 . . �Q �Q . , o RETE ION ! , f (j � 13 1. �. . �Q 7. I : I AREA #2 a I . o o . I. .I I BA . �• 1 . . p . 1 2.27 ACRES. . 4i �, 118.0 OP )b w"1 Q�L ``' i . ' I ' 'd . .i . . . . . . i. . . . . . . . . . 1'.112.0 ...... I : 1 o I: .I .170 E(100- ,� S . 118 200 CU. ' FT. � ; 11 114.05 FL . . . . . . . . . . . . I . . . . . . . . . . . . I. . . . . . . . . .� . . . . . I. . . . . . .; CAPACITY ..............,........ .... ........... ............................... . ............ ...... .......... .......... 6' BLOCK WALL Q P.O. Box 12980 In the City of La, Q- uir7,tOG SHEET NO. 2OF Civil Engineering Polm Desert, COlifOmiO 92255 DES ==> K �5 SCALE L a�� - 50 NORTH Land Surveying (760) 346 -8015 Hydrology MaLpDRAWN G.G Fox (760) 346 -2548 ^ / DATE. MAR 06 www.feiro.net Trc7 c t . 3108 ,DWG FILE. © Copyright 2007, Feiro Engineering, Inc. N o FEIRO ENGINEERING, inc &rddK Fein LAYOUT.• HYDRO -MAP FOR: D cxr' b R o u d 19, LL C JOB NUMBER. 522so DATE y 63T - -00 In the City of Lo Quinto Ar 190IIIIIIIIINIV& ..dmmmft�m m T it Hy'Rmdrolooy Map Tv a c t Map No. 3 10 8 7 WASHINGTON STREET III STA 78+ 10.40 737.33 FS H. P. IN FEET I Inch = 100 M 400 STA 11+32.05 PALM ROYALE DR STA 7+00.00 DARBY ROAD 727.95 FS TRIBUTARY AREA 1 261,700 SQ. FT. 23, 790 CU. FT 7,7 EXISTING RETENTION 10), 000 CU. FT, CAPACITY BASIN TRIBUT,IRY AREA 3 8,300 SO. FT. 7,566 CU. FT. • V EXISTING CATCH BASIN 1 19'. 81 TCB —0 0 — 0 0— 0 0 —0 0 —V 0 NJ 4 ONSITE TRIBUTARY AREA 0 0 �-Q 0 0 3 k 0 0 0 0 C 217 934 SQ. FT. 0 0 0 C 14.00 CU. FT. q VIOL% ------- Ic 0 3 0 D C) 0 0 0 C� 0 C� 0 0 0 0 C� PROPOSED RETENTION BASIN 1 8, 200 CU. FT, CAPACITY F]EIR0 ENGINEERING. inc P.O. Box 12980 Civil Engineering Palm Desert, California 92255 Land Surveying (760) 346-8015 Fax (760) 346-2548 www.feiro.rjet @Copyright 2007, Felro Engineering, Inc. STA 2+50.00 7140.40 FS H. P. EXISTING CATCH BASIN i EXISTING CATCH BASIN 119.82 TC13 EXISTING RETENTION BASIN 700 CU. FT. + CA PA Cl TY FOR: Dcurby ®u 19, LLC NUMBER: 63t — 00 1 Summary of Results Table: Retention Basin Design 5 acre site Tributary Area: % Impervious Area: Storm Event 5 acre site Volume Cu. Ft, 3 -hr 14,498 6 -hr 12,162 24 -hr 11,710 Required Retention Basin Size: 217,934 sq. ft. 50% 2 The 3 -hr- 100 -year storm prevails, thus the retention basin capacity must be 14,498 W. actual capacity of the retention basin is 18,200 ft3, with a depth of 5' and a 126'x 56' rectangular shape. The 100 -year water surface elevation accumulates to a depth of 5' measured from the bottom, leaving 1' of freeboard within the retention basin. Storm Drain Calculations On -Site Flowrates in curb and gutter Q = C *I *A Tributary Area: A- As measured from plan (acres) Runoff Coefficient: C- 0.80 w/ R.I. Index No. 32 -RCFC & WCD Hydrology Man. Plate D -5.7 Rainfall Intensity: 1- 2.43 in /hr 10 -year -RCFC & WCD Hydrology Man. Plate D -4.1 Rainfall Intensity: 1- 3.88 in /hr 100 -year -RCFC & WCD Hydrology Man. Plate D -4.1 Time of Conc. T, 13.5 min. - use 13 min -RCFC & WCD Hydrology Man. Plate D -3 Q1o= (0.80) *(2.37) *(2.43) = 4.6 cfs @ catch basin #1 Q100= (0.80) *(2.37) *(3.88) = 7.4 cfs @ catch basin #1 Q10= (0.80) *(2.27) *(2.43) = 4.4 cfs @ catch basin #2 Q100= (0.80) *(2.27) *(3.88) = 7.0 cfs @ catch basin #2 Off -Site Flowrates in curb and gutter Q = C *I *A Tributary Area: A- As measured from plan (acres) Runoff Coefficient: C- 0.8 w/ R.I. Index No. 32 -RCFC & WCD Hydrology Man. Plate D -5.7 Rainfall Intensity: 1- 3.01 in /hr 10 -year -RCFC & WCD Hydrology Man. Plate D -4.1 Rainfall Intensity: 1- 4.81 in /hr 100 -year -RCFC & WCD Hydrology Man. Plate D-4.1 Time of Conc. Tc 9.3 min. - use 9 min. -RCFC & WCD Hydrology Man. Plate D -3 Q1o= (0.80) *(0.36) *(3.01) = 0.87 cfs @ catch basin #3 Q100= (0.80) *(0.36) *(4.81) = 1.38 cfs @ catch basin #3 Channel Calculator - Street half width Given Input Data: Shape ........................... Advanced Solving for ..................... Flowrate Slope ........................... 0.0078 ft/ft Manning's n ..................... 0.0130 Depth ........................... 4.8000 in Height .......................... 6.0000 in Bottom width .................... 0.0500 in Left radius ..................... 0.0000 in Right radius .................... 0.0000 in Left slope ...................... 4.0000 ft/ft (V /H) Right slope ..................... 0.0200 ft/ft (V /H) Computed Results: Flowrate ........................ 13.7432 cfs Velocity ........................ 3.4173 fps Full Flowrate ................... 24.9154 cfs Flow area ....................... 4.0217 ft2 Flow perimeter .................. 245.0457 in Hydraulic radius ................ 2.3633 in Top width ....................... 241.2500 in Area ............................ 6.2833 ft2 Perimeter ....................... 306.2947 in Percent full .................... 80.0000% Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) 32 Infiltration Rate for Pervious Areas (PI E -6.2) 0.940 Point Rainfall 2.200 Pattern % Coef. Impery Area % 0.264 0.500 Adjusted Loss Rate 0.52 Tr[b Area (sf) 217,934 5.0 AC. EFF. RAIN 0.796 63T- 001- Hydro-3 Hour.xls 3/2812007 3:26 PM Job Number: 63T -001 Avignon Storm Frequency: 100 Year Duration: 3 Hour Storm Volume: 14,498 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS] Volume (Cu Ft) 1 1.3 0.34 0.52 0.34 0.00 0.0 0 2 1.3 0.34 0.52 0.34 0.00 0.0 0 3 1.1 0.29 0.52 0.29 0.00 0.0 0 4 1.5 0.40 0.52 0.40 0.00 0.0 0 5 1.5 0.40 0.52 0.40 0.00 0.0 0 6 a 0.48 0.52 0.48 0.00 0.0 0 - 7 1.5 0.40 0.52 0.40 0.00 0.0 0 8 1.8 0.48 0.52 0.48 0.00 0.0 0 9 1.8 0.48 0.52 0.48 0.00 0.0 0 10 1.5 0.40 0.52 0.40 0.00 0.0 0 11 1.6 0.42 0.52 0.42 0.00 0.0 0 12 1.8 0.48 0.52 0.48 0.00 0.0 0 13 2.2 0.58 0.52 0.52 0.06 0.3 97 _ 14 2.2 0.58 0.52 0.52 0.06 0.3 194 15 2.2 0.58 0.52 0.52 0.06 0.3 291 16 2.0 0.53 0.52 0.52 0.01 0.1 307 17 2.6 0.69 0.52 0.52 0.17 0.8 564 18 2.7 0.71 0.52 0.52 0.20 1.0 862 19 2.4 0.63 0.52 0.52 0.12 0.6 1,039 20 2.7 0.71 - 0.52 0.52 0.20 1.0 1,336 21 3.3 0.87 0.52 0.52 0.35 1.8 1,874 22 3.1 0.82 0.52 0.52 0.30 1.5 2,331 23 2.9 0.77 0.52 0.52 0.25 1.2 2,709 24 3.0 0.79 0.52 0.52 0.28 1.4 3,126 25 3.1 0.82 0.52 0.52 0.30 1.5 3,584 ' 26 4.2 1.11 0.52 0.52 0.59 3.0 4,482 27 5.0 1.32 0.52 0.52 0.80 4.0 5,701 28 3.5 0.92 0.52 0.52 0.41 2.0 6,319 29 6.8 1.80 0.52 0.52 1.28 6.4 8,280 30 7.3 1.93 0.52 0.52 1.41 7.1 10,400 31 8.2 2.16 0.52 0.52 1.65 8.2 12,902 <QmaX 32 5.9 1.56 0.52 0.52 1.04 5.2 14,482 33 2.0 0.53 0.52 0.52 0.01 0.1 14,498 34 1.8 0.48 0.52 0.48 0.00 0.0 14,498 35 1.8 0.48 0.52 0.48 0.00 0.0 14,498 36 0.6 0.16 0.52 0.16 0.00 0.0 14,498 Total Rain -> 9.55 1of1 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E -6.1) Infiltration Rate for Per Point Rainfall Pattern % Coef. Impery Area % Adjusted Loss Rate 32 ✓ious Areas (PI E-6.2) Ot 9401 2.80 0.336 0.500 0.52 Trib Area (sf) 217,934 5.0 AC. EFF. RAIN 0.669 63T -001- Hydro -6 Hour.xls 3/28/2007 3:26 PM Job Number: 63T -001 Avignon Storm Frequency: �0A Year Duration: 6 Hour Storm Volume: 12,162 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN O[CFS] Volume (Cu Ft) 1 0.5 0.168 0.52 0.17 0.00 0.000 0 2 0.6 0.202 0.52 0.20 0.00 0.000 0 3 0.6 0.202 0.52 0.20 0.00 0.000 0 4 0.6 0.202 0.52 0.20 0.00 0.000 0 _ 5 0.6 0.202 0.52 0.20 0.00 0.000 0 6 0.7 0.235 0.52 0.24 0.00 0.000 0 7 0.7 0.235 0.52 0.24 0.00 0.000 0 8 0.7 0.235 0.52 0.24 0.00 0.000 0 9 0.7 0.235 0.52 0.24 0.00 0.000 0 10 0.7 0.235 0.52 0.24 0.00 0.000 0 11 0.7 0.235 0.52 0.24 0.00 0.000 0 12 0.8 0.269 0.52 0.27 0.00 0.000 0 13 0.8 0.269 0.52 0.27 0.00 0.000 0 14 0.8 0.269 0.52 0.27 0.00 0.000 0 15 0.8 0.269 0.52 '0.27 0.00 0.000 0 16 0.8 0.269 0.52 0.27 0.00 0.000 0 17 0.8 0.269 0.52 0.27 0.00 0.000 0 18 0.8 0.269 0.52 0.27 0.00 0.000 0 19 0.8 0.269 0.52 0.27 0.00 0.000 0 20 0.8 0.289 0.52 0.27 0.00 0.000 0 21 0.8 0.269 0.52 0.27 0.00 0.000 0 22 0.8 0.269 0.52 0.27 0.00 0.000 0 23 . 0.8 0.269 0.52 0.27 0.00 0.000 0 24 0.9 0.302 0.52 0.30 0.00 0.000 0 25 0.8 0.269 0.52 0.27 0.00 0.000 0 28 0.9 0.302 0.52 0.30 0.00 0.000 0 27 0.9 0.302 0.52 0.30 0.00 0.000 0 28 0.9 0.302 0.52 0.30 0.00 0.000 0 29 0.9 - 0.302 0.52 0.30 0.00 0.000 0 30 0.9 0.302 0.52 0.30 0.00 0.000 0 31 0.9 0.302 0.52 0.30 0.00 0.000 0 32 0.9 0.302 0.52 0.30 0.00 0.000 0 33 1.0 0.336 0.52 0.34 0.00 0.000 0 34 1.0 0.338 0.52 0.34 0.00 0.000 0 35 1.0 0.336 0.52 0.34 0.00 0.000 0 36 1.0 0.336 0.52 0.34 0.00 0.000 0 37 1.0 0.336 0.52 0.34 0.00 0.000 0 38 1.1 0.370 0.52 0.37 0.00 0.000 0 39 1.1 0.370 0.52 0.37 0.00 0.000 0 40 1.1 0.370 0.52 0.37 0.00 0.000 0 41 1.2 0.403 0.52 0.40 0.00 0,000 0 42 1.3 0.437 0.52 0.44 0.00 0.000 0 43 1.4 0.470 0.52 0.47 0.00 0.000 0 44 1.4 0.470 0.52 0.47 0.00 0.000 0 45 1.5 0.504 0.52 0.50 0.00 0.000 0 46 1.5 0.504 0.52 0.50 0.00 0.000 0 47 1.6 - 0.538 0.52 0.52 0.02 0.103 31 48 1.6 0.538 0.52 0.52 0.02 0.103 62 49 1.7 0.571 0.52 0.52 0.05 0.271 145 50 1.8 0.605 0.52 0.52 0.09 0.439 278 51 1.9 0.638 0.52 0.52 0.12 0.607 462 52 2.0 0.672 0.52 0.52 0.16 0.775 696 53 2.1 0.706 0.52 0.52 0.19 0.944 982 54 2.1 0.706 - 0.52 0.52 0.19 0.944 1,268 55 2.2 0.739 0.52 0.52 0.22 1.112 1,605 56 2.3 0.773 0.52 0.52 0.26 1.280 1,992 57 2.4 0.806 0.52 0.52 0.29 1.448 2,431 58 2.4 0.806 0.52 0.52 0.29 1.448 2,869 59 2.5 0.840 0.52 0.52 0.32 1.616 3,359 60 2.6 0.874 0.52 0.52 0.36 1.784 3,899 61 3.1 1.042 0.52 0.52 0.52 2.625 4,694 62 3.6 1.210 0.52 0.52 0.69 3.465 5,744 63 3.9 1.310 0.52 0.52 0.79 3.969 6,946 64 4.2 1.411 - 0.52 0.52 0.89 4.474 8,301 65 4.7 1.579 0.52 0.52 1.06 5.314 9,910 66 5.6 1.882 0.52 0.52 1.3610B.B27 11,976 -0-0 67 1.9 0.638 0.52 0.52 0.12 0.607 12,162 68 0.9 0.302 0.52 0.30 0.00 0.000 12,182 69 0.6 0.202 0.52 0.20 0.00 0.000 12,162 70 0.5 0.168 0.52 0.17 0.00 0.000 12,162 71 0.3 0.101 0.52 0.10 0.00 0.000 12,162 72 0.2 0.067 0.52 0.07 0.00 0.000 12,162 Total Rain -> 8.026 1 oft Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Pervious Areas (PI E-6.2) Point Rainfall X2:200= I° J Pattern % Coef. 0.264 Impery Area % �0.500i Adjusted Loss Rate 0.52 Trib Area (sf) l�217,934��l 5.0 AC. EFF. RAIN 0.215 63T- 001- Hydro-24 Hour.xls 3/28/2007 3:26 PM Job Number: 63T -001 Avignon Storm Frequency: <100> Year Duration: 24 Hour 0.52 Storm Volume: 11,710 Cu Ft Unit Time Period =1 5 min UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN O[CFS) Volume (Cu Ft) 1 0.2 0.053 0.52 0.05 0.000 0.000 0 2 0.3 0.079 0.52 0.08 0.000 0.000 0 3 0.3 0.079 0.52 0.08 0.000 0.000 0 4 0.4 0.106 0.52 0.11 0.000 0.000 0 5 0.3 0.079 0.52 0.08 0.000 0.000 0 6 0.3 0.079 0.52 0.08 0.000 0.000 0 7 0.3 0.079 0.52 0.08 0.000 0.000 0 8 0.4 0.106 0.52 0.11 0.000 0.000 0 9 0.4 0.106 0.52 0.11 0.000 0.000 0 10 0.4 0.106 0.52 0.11 0.000 0.000 0 11 0.5 0.132 0.52 0.13 0.000 0.000 0 12 0.5 0.132 0.52 0.13 0.000 0.000 0 13 0.5 0.132 0.52 0.13 0.000 0.000 0 14 0.5 0.132 0.52 0.13 0.000 0.000 0 15 0.5 0.132 0.52 0.13 0.000 0.000 0 ' 16 0.6 0.158 0.52 0.16 0.000 0.000 0 17 0.6 0.158 0.52 0.16 0.000 0.000 0 18 0.7 0.185 0.52 0.18 0.000 0.000 0 19 0.7 0.185 0.52 0.18 0.000 0.000 0 20 0.8 0.211 0.52 0.21 0.000 0.000 0 21 0.6 0.158 0.52 - 0.16 0.000 0.000 0 22 0.7 0.185 0.52 0.18 0.000 0.000 0 23 0.8 0.211 0.52 0.21 0.000 0.000 0 24 0.8 0.211 0.52 0.21 0.000 0.000 0 25 0.9 0.238 0.52 0.24 0.000 0.000 0 26 0.9 0.238 0.52 0.24 0.000 0.000 0 27 1.0 0.264 0.52 0.26 0.000 0.000 0 28 1.0 0.264 0.52 0.26 0.000 0.000 0 29 1.0 0.264 0.52 0.26 0.000 0.000 0 30 1.1 0.290 0.52 0.29 0.000 0.000 0 31 1.2 0.317 0.52 0.32 0.000 0.000 0 32 1.3 0.343 0.52 0.34 0.000 0.000 0 33 1.5 0.396 0.52 0.40 0.000 0.000 - 0 34 1.5 0.396 0.52 0.40 0.000 0.000 0 35 1.6 0.422 0.52 0.42 0.000 0.000 0 1 of 2 63T- 001- Hydro-24 Hour.xls 3/28/2007 3:26 PM 36 1.7 0.449 0.52 0.45 0.000 0.000 0 37 1.9 0.502 0.52 0.50 0.000 0.000 0 38 2.0 0.528 0.52 0.52 0.011 0.055 50 39 2.1 0.554 0.52 0.52 0.037 0.187 220 40 2.2 0.581 0.52 0.52 0.064 0.319 510 41 1.5 0.396 0.52 0.40 0.000 0.000 510 42 1.5 0.396 0.52 0.40 0.000 0.000 510 43 2.0 0.528 0.52 0.52 0.011 0.055 560 44 2.0 0.528 0.52 0.52 0.011 0.055 611 45 1.9 0.502 0.52 0.50 0.000 0.000 611 46 1.9 0.502 0.52 0.50 0.000 0.000 611 47 1.7 0.449 0.52 0.45 0.000 0.000 611 48 1.8 0.475 0.52 0.48 0.000 0.000 611 49 2.5 0.660 0.52 0.52 0.143 0.715 1,261 50 2.6 0.686 0.52 0.52 0.169 0.848 2,032 51 2.8 0.739 0.52 0.52 0.222 1.112 3,043 52 2.9 0.766 0.52 0.52 0.249 1.244 4,174 53 3.4 0.898 0.52 0.52 0.381 1.904 5,905 -Amax 54 3.4 0.898 0.52 0.52 0.381 1.904 7,636 55 2.3 0.607 0.52 0.52 0.090 0.451 8,047 56 2.3 0.607 0.52 0.52 0.090 0.451 8,457 57 2.7 0.713 0.52 0.52. 0.196 0.980 9,348 58 2.6 0.686 0.52 0.52 0.169 0.848 10,119 59 2.5 0.660, 0.52 0.52 0.143 0.715 10,769 60 2.4 0.634 0.52 0.52 0.117 0.583 11,300 61 2.3 0.607 0.52 0.52 0.090 0.451 11,710 62 1.9 0.502 0.52 0.50 0.000 0.000 11,710 63 1.9 0.502 0.52 0.50 0.000 0.000 11,710 64 0.4 0.106 0.52 0.11 0.000 0.000 11,710 65 0.4 0.106 0.52 0.11 0.000 0.000 11,710 66 0.3 0.079 0.52 0.08 0.000 0.000 11,710 67 0.3 0.079 0.52 0.08 0.000 0.000 11,710 68 0.5 0.132 0.52 0.13 0.000 0.000 11,710 69 0.5 0.132 0.52 0.13 0.000 0.000 11,710 70 0.5 0.132 0.52 0.13 0.000 0.000 11,710 71 0.4 0.106 0.52 0.11 0.000 0.000 11,710 72 0.4 0.106 0.52 0.11 0.000 0.000 11,710 73 0.4 0.106 0.52 0.11 0.000 0.000 11,710 74 0.3 0.079 0.52 0.08 0.000 0.000 11,710 75 0.2 0.053 0.52 0.05 0.000 0.000 11.710 76 0.3 0.079 0.52 0.08 0.000 0.000 11.710 77 0.4 0.106 0.52 0.11 0.000 u.uuu 11,710 78 0.3 0.079 0.52 0.08 0.000 0.000 11,710 79 0.2 0.053 0.52 0.05 0.000 0.000 11,710 80 0.3 0.079 0.52 0.08 0.000 0.000 11,710 81 0.3 0.079 0.52 0.08 0.000 0.000 11,710 82 0.3 0.079 0.52 0.08 0.000 0.000 11,710 83 0.2 0.053 0.52 0.05 0.000 0.000 11,710 84 0.3 0.079 0.52 0.08 0.000 0.000 11,710 85 0.2 0.053 0.52 0.05 0.000 0.000 11,710 86 0.3 0.079 0.52 0.08 0.000 0.000 11,710 87 0.2 0.053 0.52 0.05 0.000 0.000 11,710 88 0.3 0.079 0.52 0.08 0.000 0.000 11,710 89 0.2 0.053 0.52 0.05 0.000 0.000 11.710 90 0.2 0.053 0.52 0.05 0.000 0.000 11,710 91 0.2 0.053 0.52 0.05 0.000 0.000 11,710 92 0.2 0.053 0.52 0.05 0.000 0.000 11,710 93 0.2 0.053 0.52 0.05 0.000 0.000 11,710 94 0.2 0.053 0.52 0.05 0.000 0.000 11,710 95 0.2 0.053 0.52 0.05 0.000 0.000 11,710 96 0.2 0.053 0.52 0.05 0.000 0.000 11,710 Total Rain --- > 2.574 2of2 18 " RCP STORM DRAIN CATCH BASIN #1 STORM DRAIN CALCULATION NOT TO SCALE FLOWRATE CALCULATION (100 -YR STORMS PREDICTED 100 -YR INTO CATCH BASIN #1 Q =C *I *A C = 0.80 Tc = 13.0 I = 3.88 [IN /HR] A = 2.37 = 2.37 AC. Q = (0.80) *(3.88) *(2.37) Q = 7.4 CFS — PREDICTED FLOW IN 18" RCP QROFESS/O �O �D K. F�k4l O t� No.C52260 r ii EXP. 12/31/08 OF I I 118" 112" 1 I 1 18" RCP CAPACITY Q = A (1.49) (R)213(S)'12 n R = A /WP A = 1.25 [SF] WP = 2.87 [FT] R = 1.25 [SF]/ 2.87 [LF] R = 0.45 [FT] A = (PI) *R' A = (Pl) *(0.75) 2 A = 1.76 [SF] [CFS] Q = 1.64 (1.49) (0.45)21-'(0.010)'12 [CFS] .015 Q = 7.8 CFS — PROPOSED 18" RCP CAPACITY. 18" RCP VELOCITY V = (1.49) (R) 213 (S)' /2 [FPS] n A = 1.25 [SF] WP = 2.87 [FT] R = 1.25 [SF]/ 2.87 [LF] R = 0.45 [FT] V = (1.49) (0.45)21'(0.010)'12_ [FPS] .015 V = 6.2 FPS - PROPOSED 18" RCP VELOCITY. 24 " RCP STORM DRAIN CATCH BASIN #2 STORM DRAIN CALCULATION NOT TO SCALE FLOWRATE CALCULATION (100 —YR STORMS PREDICTED 100 —YR INTO CATCH BASIN 112 Q = C *I *A C = 0.80 Tc = 13.0 I = 3.88 [IN /HR] A = 2.27 = 2.27 AC. Q = (0.80) *(3.88) *(2.27) 0 = 70 CFS — PREDICTED FLOW IN 18" RCP COMBINED FLOW OUT OF CATCH BASIN #2 0= 70 CFS +7.4 CFS + 1.38 CFS= 15.78 CFS QRpFESS /O �O �p K. FFk9l F2 O �? c� No.C52260 nZi rry EXP. 12/31/08 `rlq�� CA��Fp��\P I - - -r— I A— (PI) *R' 1 118 " A = (Pl) *(0.75) 2 115" I A = 1.76 [SF] 11I 1 18" RCP CAPACITY Q = A (1.49) (R) 213 (S)'12 [CFS] n R = A /WP A = 1.76 [SF] WP = 3.45 [FT] R = 1.76 [SF]/ 3.45 [LF] R = 0.45 [FT] Q = 1.76 (1.49) (0.45)2' (0.0459) ��2 [CFS] .015 0 = 22.0 CFS — PROPOSED 18" RCP CAPACITY. 18" RCP VELOCITY V = (1.49) (R) 213 (S) '12 [FPS] n A = 1.76 [SF] WP = 3.45 [FT] R = 1.76 [SF]/ 3.45 [LF] R = 0.45 [FT] V = (1.49) (0.45) 213(0.0459)'12 [FPS] .015 V = 12.6 FPS — PROPOSED 18" RCP VELOCITY. 18 " RCP STORM DRAIN CATCH BASIN #3 STORM DRAIN CALCULATION NOT TO SCALE FLOWRATE CALCULATION (100 —YR STORMS PREDICTED 100 —YR INTO CATCH BASIN #3 Q = C *I *A C = 0.80 Tc = 9.3 l = 4.81 [IN /HR] A = 0.36 AC. Q = (0.80) *(4.81) *(o. 36) 0 = 1.38 CFS — PREDICTED FLOW IN 18" RCP QROFESS /p �O �p K. F�c•�''9l 0, c� No.C52260 rZi EXP. 12/31/08 I I I9„ I I I A = (PI) *R' A = (PI) *(0.75) 2 A = 1.76 [SF] 18" RCP CAPACITY Q = A (1.49) (R)21' (S)'12 [CFS] n R = A /WP. A = 0.88 [SF] WP = 2.35 [FT] R = 0.88 [SF]/ 2.35 [LF] R = 0.37 [ FT] Q = 0.88 (1.49) (0.J7)21'(0.010)'1' [CFS] .015 Q = 4.5 CFS — PROPOSED 18" RCP CAPACITY. 18" RCP VELOCITY V = (1.49) (R) 21' (S)' /2 [FPS] n A = 0.88 [SF] WP = 2.35 [FT] R = 0.88 [SF]/ 2.35 [LF] R = 0.37 [FT] V = (1 49) (0.37) 2(0.010)'12 [FPS] .015 V = 5.1 FPS — PROPOSED 18" RCP VELOCITY. Riverside County Hydrology Manual 0 _.� , Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Pervious Areas (PI E-6.2) 0.940 Point Rainfall 2.200 Pattern % Coef. �1 0.264 ` Impery Area % 1.000 Adjusted Loss Rate 0.09 Trib Area (sf) 26,100 0.6 EFF. RAIN 1.897 AC. 63T- 001- Hydro-3 Hour Street Area 1.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Storm Frequency: 100 Year Duration: 3 Hour Storm Volume: 4,139 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS) Volume (Cu Ft) 1 1.3 0.34 0.09 0.09 0.25 0.1 0 2 1.3 0.34 0.09 0.09 0.25 0.1 45 3 1.1 0.29 0.09 0.09 0.20 0.1 81 4 1.5 0.40 0.09 0.09 0.30 0.2 136 5 1.5 0.40 0.09 0.09 0.30 0.2 191 6 1.8 0.48 0.09 0.09 0.38 0.2 260 7 1.5 0.40 0.09 0.09 0.30 0.2 315 8 1.8 0.48 0.09 0.09 0.38 0.2 384 9 1.8 0.48 0.09 0.09 0.38 0.2 454 10 1.5 0.40 0.09 0.09 0.30 0.2 509 . 11 1.6 0.42 0.09 0.09 0.33 0.2 568 12 1.8 0.48 0.09 0.09 0.38 0.2 838 13 2.2 0.58 0.09 0.09 0.49 0.3 726 14 2.2 0.58 0.09 0.09 0.49 0.3 815 15 2.2 0.58 0.09 0.09 0.49 0.3 903 16 2.0 0.53 0.09 0.09 0.43 0.3 982 17 2.6 0.69 0.09 0.09 0.59 0.4 1,090 18 2.7 0.71 0.09 0.09 0.62 0.4 1,202 19 2.4 0.63 0.09 0.09 0.54 0.3 1,300 20 2.7 0.71 0.09 0.09 0.62 0.4 1,413 21 _ 3.3 0.87 0.09 0.09 0.78 0.5 1,554 22 3.1 0.82 0.09 0.09 0.72 0.4 1,686 23 2.9 0.77 0.09 0.09 0.67 0.4 1,808 24 3.0 0.79 0.09 0.09 0.70 0.4 1.935 25 3.1 0.82 0.09 0.09 0.72 0.4 2,067 - 26 4.2 1.11 0.09 0.09 1.01 0.6 2,251 27 5.0 1.32 0.09 0.09 1.23 0.7 2,474 28 3.5 0.92 0.09 0.09 0.83 0.5 2,625 29 6.8 1.80 0.09 0.09 1.70 1.0 2,934 30 7.3 1.93 0.09 0.09 1.83 1.1 3.267 31 8.2 2.16 0.09 0.09 2.07 1.2 3,644 <Qmax -32 5.9 1.56 0.09 0.09 1.46 0.9 3,910 33 2.0 0.53 0.09 0.09 0.43 0.3 3,989 34 1.8 0.48 0.09 0.09 0.38 0.2 4,058 35 1.8 0.48 0.09 0.09 0.38 0.2 4,128 36 0.6 0.16 0.09 0.09 0.06 0.0 4,139 Total Rain -> 22.77 1 of1 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E -6.1) Infiltration Rate for Per Point Rainfall Pattern % Coef. Impery Area % Adjusted Loss Rate X32 pious Areas (PI E -6.2) Ot 9401 2.50 0.300 1.000 0.09 Trib Area (sf) 26 100 0.6 AC. EFF. RAIN 1.939 63T- 001 - Hydro -6 Hour Street Area t.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Storrs Frequency: �0)0 Year Duration: 6 Hour Storm Volume: 4,213 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN O[CFS] Volume (Cu Ft) - 1 0.5 0.150 0.09 0.09 0.06 0.000 0 2 0.6 0.180 0.09 0.09 0.09 0.052 16 3 0.6 0.180 0.09 0.09 0.09 0.052 31 4 0.6 0.180 0.09 0.09 0.09 0.052 47 5 0.6 0.180 0.09 0.09 0.09 0.052 62 6 0.7 0.210 0.09 0.09 0.12 0.070 83 7 0.7 0.210 0.09 0.09 0.12 0.070 105 8 0.7 0.210 0.09 0.09. 0.12 0.070 126 9 0.7 0.210 0.09 0.09 0.12 0.070 147 10 0.7 0.210 0.09 0.09 0.12 0.070 168 11 0.7 0.210 0.09 0.09 0.12 0.070 189 12 0.8 0.240 0.09 0.09 0.15 0.087 215 13 0.8 0.240 0.09 0.09 0.15 0.087 242 14 0.8 0.240 0.09 0.09 0.15 0.087 288 15 0.8 0.240 0.09 0.09 0.15 0.087 295 16 0.8 0.240 0.09 0.09 0.15 0.087 321 17 0.8 0.240 0.09 0.09 0.15 0.087 348 18 0.8 0.240 0.09 0.09 0.15 0.087 374 19 0.8 0.240 0.09 0.09 0.15 0.087 401 20 0.8 0.240 0.09 0.09 0.15 0.087 427 21 0.8 0.240 0.09 0.09 0.15 0.087 454 22 0.8 0.240 0.09 0.09 0.15 0.087 480 23 0.8 0.240 0.09 0.09 0.15 0.087 507 24 0.9 0.270 0.09 0.09 0.18 0.105 539 25 0.8 0.240 0.09 0.09 - 0.15 0.087 565 26 0.9 0.270 0.09 0.09 0.18 0.105 597 27 0.9 0.270 0.09 0.09 0.16 0.105 629 28 0.9 0.270 0.09 0.09 0.18 0.105 681 29 0.9 0.270 0.09 0.09 0.16 0.105 - 693 30 - 0.9 0.270 0.09 0.09 0.16 0.105 725 31 0.9 0.270 0.09 0.09 0.18 0.105 757 32 0.9 0.270 0.09 0.09 0.18 0.105 789 33 1.0 0.300 0.09 0.09 0.21 0.123 826 34 1.0 0.300 0.09 0.09 0.21 0.123 863 35 1.0 0.300 0.09 0.09 0.21 0.123 901 36 1.0 0.300 0.09 0.09 0.21 0.123 938 37 1.0 0.300 0.09 0.09 0.21 0.123 976 38 1.1 0.330 0.09 0.09 0.24 0.141 1,018 39 1.1 0.330 0.09 0.09 0.24 0.141 1,061 40 1.1 0.330 0.09 0.09 0.24 0.141 1,104 41 1.2 0.360 0.09 0.09 0.27 0.159 1,152 42 1.3 0.390 0.09 0.09 0.30 0.177 1,206 43 1.4 0.420 0.09 0.09 0.33 0.195 1,265 44 1.4 0.420 0.09 0.09 0.33 0.195 1,324 45 1.5 0.450 0.09 0.09 0.36 0.213 1,389 46 1.5 0.450 0.09 0.09 0.36 0.213 1,454 47 1.6 0.480 0.09 0.09 0.39 0.231 1,524 46 1.6 0.480 0.09 0.09 0.39 0.231 1,594 49 1.7 0.510 0.09 0.09 0.42 0.249 1,669 50 1.8 0.540 0.09 0.09 0.45 0.267 1,750 51 1.9 0.570 0.09 0.09 0.48 0.285 1,836 52 2.0 0.600 0.09 0.09 0.51 0.303 1,928 53 2.1 0.630 0.09 0.09 0.54 0.321 2,026 54 2.1 0.630 0.09 0.09 - 0.54 0.321 2,123 55 2.2 0.660 0.09 0.09 0.57 0.339 2,226 56 2.3 0.690 0.09 0.09 0.60 0.357 2,334 57 2.4 0.720 0.09 0.09 043 0.375 2,447 56 2.4 0.720 0.09 0.09 0.63 0.375 2,561 59 2.5 0.750 0.09 0.09 0.66 0.393 2,680 60 2.6 0.780 0.09 0.09 0.69 0.411 2,804 61 3.1 0.930 0.09 0.09 0.84 0.501 2,956 62 3.6 1.080 0.09 0.09 0.99 0.591 3,135 63 3.9 1.170 0.09 0.09 1.08 0.645 3,330 64 4.2 1.260 0.09 0.09 1.17 0.699 3,542 65 4.7 1.410 0.09 0.09 1.32 0.789 3,781 66 5.6 1.680 0.09 0.09 1.59 0.850 4,069 --QM. 67 1.9 0.570 0.09 0.09 0.48 0.285 4,155 68 0.9 0.270 0.09 0.09 0.18 0.105 4,187 69 0.8 0.180 0.09 0.09 0.09 0.052 4,203 70 0.5 0.150 0.09 0.09 0.06 0.034 4,213 71 0.3 0.090 0.09 0.09 0.00 0.000 4,213 72 0.2 0.060 0.09 0.06 0.00 0.000 4,213 Total Rain -> 23.270 loft Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Pervious Areas (PI E-6.2) Point Rainfall l��4!500��l Pattern % Coef. 0.540 Impery Area % �1!000�=i Adjusted Lass Rate 0.09 Trib Area (sf) �26M00' 0.6 AC. EFF. RAIN 3.640 63T- 001- Hydro-24 Hour Street Area 1.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Storm Frequency: WEOROMWYear Duration: 24 Hour 0.09 Storm Volume: 23,790 Cu Ft Unit Time Period= 15 min UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS] Volume (Cu Ft) 1 0.2 0.108 0.09 0.09 0.014 0.008 0 2 0.3 0.162 0.09 0.09 0.068 0.041 37 3 0.3 0.162 0.09 0.09 0.068 0.041 74 4 0.4 0.216 0.09 0.09 0.122 0.073 141 5 0.3 0.162 0.09 0.09 0.068 0.041 178 6 0.3 0.162 0.09 0.09 0.068 0.041 215 7 0.3 0.162 0.09 0.09 0.068 0.041 252 8 0.4 0.216 0.09 0.09 0.122 0.073 318 9 0.4 0.216 0.09 0.09 0.122 0.073 385 10 0.4 0.216 0.09 U.09 0.122 0.073 451 11 0.5 0.270 0.09 0.09 0.176 0.105 547 12 0.5 0.270 0.09 0.09 0.176 0.105 643 13 0.5 0.270 0.09 0.09 0.176 0.105 739 14 0.5 0.270 0.09 0.09 0.176 0.105 835 15 0.5 0.270 0.09 0.09 0.176 0.105 931 16 0.6 0.324 0.09 0.09 0.230 0.138 1,056 17 0.6 0.324 0.09 0.09 0.230 0.138 1,181 18 0.7 0.378 0.09 0.09 0.284 0.170 1,336 19 0.7 0.378 0.09 0.09 0.284 0.170 1,491 20 0.8 0.432 - 0.09 0.09 0.338 0.203 1,675 21 0.6 0.324 0.09 0.09 0.230 0.138 1,800 22 0.7 0.378 0.09 0.09 0.284 0.170 1,955 23 0.8 0.432 0.09 0.09 0.338 0.203 2,139 24 0.8 0.432 _ 0.09 0.09 0.338 0.203 2,323 25 0.9 0.486 0.09 0.09 0.392 0.235 2,537 26 0.9 0.486 0.09 0.09 0.392 0.235 2,750 27 1.0 - 0.540 0.09 0.09 0.446 0.267 2,993 28 1.0 0.540 0.09 0.09 0.446 0.267 3,236 29 1.0 0.540 0.09 0.09 0.446 0.267 3,479 30 1.1 0.594 0.09 0.09 0.500 0.300 3,752 31 1.2 0.648 0.09 0.09 0.554 0.332 4,054 32 1.3 0.702 0.09 0.09 0.608 0.364 4,385 33 1.5 0.810 0.09 0.09 0.716 0.429 4,775 34 1.5 0.810 0.09 0.09 0.716 :0.429 5,165 35 1.6 0.864 0.09 0.09 0.770 0.461 5,584 1 of 2 63T- 001- Hydro-24 Hour Street Area 1.xls 3/28/2007 3:27 PM 36 1.7 0.918 0.09 0.09 0.824 0.494 - 6,033 37 1.9 1.026 0.09 0.09 0.932 0.558 6,541 38 2.0 1.080 0.09 0.09 0.986 0.591 7,078 39 2.1 1.134 0.09 0.09 1.040 0.623 7,645 40 2.2 1.188 0.09 0.09 1.094 0.655 8,241 41 1.5 0.810 0.09 0.09 0.716 0.429 8,631 42 1.5 0.810 - 0.09 - 0.09 0.716 0.429 9,021 43 2.0 1.080 0.09 0.09 0.986 0.591 9,558 44 2.0 1.080 0.09 0.09 0.986 0.591 10,096 45 1.9 1.026 0.09 0.09 0.932 0.558 10,603 46 1.9 1.026 0.09 0.09 0.932 0.558 11,111 47 1.7 0.918 0.09 - 0.09 - 0.824 0.494 - 11,560 48 1.8 0.972 0.09 0.09 0.878 0.526 12,039 49 2.5 1.350 0.09 0.09 1.256 0.753 12,723 50 2.6 1.404 0.09 0.09 1.310 0.785 13,437 51 2.8 1.512 0.09 0.09 1.418 0.850 14,209 52 2.9 1.566 0.09 0.09 - 1.472 0.882 15,011 53 3.4 1.836 0.09 0.09 1.742 1.044 15,960 < -pmax 54 3.4 1.836 0.09 0.09 1.742 1.044 16,909 55 2.3 1.242 0.09 0.09 1.148 0.688 17,535 56 2.3 1.242 0.09 0.09 1.148 0.688 18,160 57 2.7 1.458 0.09 0.09 1.364 0.817 18,903 58 2.6 1.404 0.09 0.09 1.310 0.785 19,617 59 2.5 1.350 0.09 0.09 1.256 0.753 20,301 60 2.4 1.296 0.09 0.09 1.202 0.720 20,956 61 2.3 1.242 0.09 0.09 1.148 0.688 21,582 62 1.9 1.026 0.09 0.09 0.932. 0.558 - 22,090 63 1.9 1.026 0.09 0.09 0.932 0.558 22,597 64 0.4 0.216 0.09 0.09 - 0.122 0.073 22,664 65 0.4 0.216 0.09 0.09 0.122 0.073 22,730 66 0.3 0.162 - 0.09 0.09 0.068 0.041 22,767 67 0.3 0.162 0.09 0.09 0.068 0.041 22,804 68 0.5 0.270 0.09 0.09 0.176 0.105 22.900 69 0.5 0.270 0.09 0.09 0.176 0.105 22,996 70 0.5 0.270 0.09 0.09 0.176 0.105 23,092 71 0.4 0.216 0.09 0.09 0.122 0.073 23,158 72 0.4 0.216 0.09 0.09 0.122 0.073 23,225 73 0.4 0.216 0.09 0.09 0.122 0.073 23,291 74 0.3 0.162 0.09 0.09 0.068 0.041 23,328 75 0.2 0.108 0.09 0.09 0.014 0.008 23,336 76 0.3 0.162 0.09 0.09 0.068 0.041 23,373 77 0.4 0.216 0.09 0.09 0.122 0.073 23,440 78 0.3 0.162 0.09 0.09 0.068 0.041 23,477 79 0.2 - 0.108 0.09 0.09 0.014 0.008 23,484 80 0.3 0.162 0.09 0.09 0.068 0.041 23,521 81 0.3 0.162 - 0.09 - 0.09 0.068 0.041 23,558 82 0.3 0.162 0.09 0.09 0.068 0.041 23,595 83 0.2 0.108 0.09 0.09 0.014 0.008 23,603 84 0.3 0.162 0.09 0.09 0.068 0.041 23.640 85 0.2 0.108 0.09 0.09 0.014 0.008 23,648 86 0.3 0.162 0.09 0.09 0.068 0.041 23,685 87 0.2 0.108 0.09 0.09 0.014 0.008 23,692 88 0.3 0.162 0.09 0.09 0.068 0.041 23,729 89 0.2 0.108 0.09 0.09 0.014 0.008 23,737 90 0.2 0.108 0.09 0.09 0.014 0.008 23,745 91 0.2 0.108 0.09 0.09 0.014 - 0.008 23,752 92 0.2 0.108 0.09 0.09 0.014 0.008 23,760 93 0.2 0.108 0.09 0.09 0.014 0.008 23,768 94 0.2 0.108 0.09 0.09 0.014 0.008 23,775 95 0.2 0.108 0.09 0.09 0.014 0.008 23,783 96 0.2 - 0.108 0.09 0.09 0.014 0.008 23,790 Total Rain --- > 43.680 2of2 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) 32 Infiltration Rate for Pervious Areas (PI E-6.2) 0.940 Point Rainfall 2.200 Pattern % Coef. 0.264 Impery Area % f- 1.000 Adjusted Loss Rate 0.09 Trib Area (sf) 39,300 EFF. RAIN 1.897 0.9 AC. 63T- 001- Hydro-3 Hour Street Area 2.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Storm Frequency: 100 Year Duration: 3 Hour Storm Volume: 6,233 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFSI Volume (Cu Ft) 1 1.3 0.34 0.09 0.09 0.25 0.2 0 2 1.3 0.34 0.09 0.09 0.25 0.2 68 3 1.1 0.29 0.09 0.09 0.20 0.2 122 4 1.5 0.40 0.09 0.09 0.30 0.3 205 5 1.5 0.40 0.09 0.09 0.30 0.3 287 8 1.8 0.48 0.09 0.09 0.38 0.3 392 7 1.5 0.40 . 0.09 0.09 0.30 0.3 474 8 1.8 0.48 0.09 0.09 0.38 0.3 579 9 1.8 0.48 0.09 0.09 0.38 0.3 683 10 1.5 0.40 0.09 0.09 0.30 0.3 766 11 1.6 0.42 0.09 0.09 0.33 0.3 856 12 1.8 0.48 0.09 0.09 0.38 0.3 960 13 2.2 0.58 0.09 0.09 0.49 0.4 1,093 14 2.2 0.58 0.09 0.09 0.49 0.4 1,227 15 2.2 0.58 0.09 0.09 0.49 0.4 1,360 16 2.0 0.53 0.09 0.09 0.43 0.4 1,479 17 2.6 0.69 0.09 0.09 0.59 0.5 1,641 18 2.7 0.71 0.09 0.09 0.62 0.6 1,810 19 2.4 0.63 0.09 0.09 0.54 0.5 1,958 20 2.7 0.71 0.09 0.09 0.62 0.6 2,127 21 3.3 0.87 0.09 0.09 0.78 0.7 2,340 22 3.1 0.82 0.09 0.09 0.72 0.7 2,538 23 2.9 0.77 0.09 0.09 0.67 0.6 2,722 24 3.0 0.79 0.09 0.09 0.70 0.6 2,913 25 3.1 0.82 0.09 0.09 0.72 0.7 3,112 26 4.2 1.11 0.09 0.09 1.01 0.9 3,390 27 5.0 1.32 0.09 0.09 1.23 1.1 3,725 28 3.5 0.92 0.09 0.09 0.83 0.7 3,952 29 8.8 1.80 0.09 0.09 1.70 1.5 4,418 30 7.3 1.93 0.09 0.09 1.83 1.7 4,920 31 8.2 2.16 0.09 0.09 2.07 1.9 5,487 <QmaX 32 5.9 1.56 0.09 0.09 1.46 1.3 5,888 33 2.0 0.53 0.09 0.09 0.43 0.4 6,006 34 1.8 0.48 0.09 0.09 0.38 0.3 6,111 35 1.8 0.48 0.09 0.09 0.38 0.3 6,215 36 0.6 c 0.16 0.09 0.09 0.06 0.1 6.233 Total Rain -> 22.77 1 of 1 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Per Point Rainfall Pattern % Coef. Impery Area % Adjusted Loss Rate X32 +ious Areas (PI E-6.2) Ot 94010 2.50 0.300 1.000 0.09 Trib Area (sf) 39,300 0.9 AC. EFF. RAIN 1.939 63T- 001 - Hydro -6 Hour Street Area 2.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Stone Frequency: 100 Year Duration: 6 Hour Storm Volume: 6,343 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN O[CFS1 Volume (Cu Ft) 1 0.5 0150 0.09 0.09 0.06 0.000 0 2 0.6 0.180 0.09 0.09 0.09 0.078 23 3 0.6 0.180 0.09 0.09 0.09 0.078 47 4 0.6 0.180, 0.09 0.09 0.09 0.078 70 5 0.8 0.180 0.09 0.09 0.09 0.078 94 6 0.7 0.210 0.09 0.09 0.12 0.105 126 7 0.7 0.210 0.09 0.09 0.12 0:105 157 8 0.7 0.210 0.09 - 0.09 0.12 0.105 189 9 0.7 0.210 0.09 0.09 0.12 0.105 221 10 0.7 0.210 0.09 0.09 0.12 0.105 252 11 0.7 0.210 0.09 0.09 0.12 0.105 284 12 0.8 0.240 0.09 0.09 0.15 0.132 324 13 0.8 0.240 0.09 0.09 0.15 0.132 364 14 0.8 0.240 0.09 0.09 0.15 0.132 404 15 0.8 0.240 0.09 0.09 0.15 0.132 444 16 0.8 0.240 0.09 0.09 0.15 0.132 4a4 17 0.8 0.240 0.09 0.09 0.15 0.132 524 18 0.8 0.240 0.09 0.09 0.15 0.132 563 19 - 0.8 0.240 0.09 0.09 0.15 0.132 603 20. 0.8 0.240 0.09 - 0.09 0.15 0.132 643 ' 21 0.8 0.240 0.09 0.09 0.15 0.132 683 22 0.8 0.240 0.09 0.09 0.15 0.132 723 23 - 0.8 0.240 0.09 0.09 0.15 0.132 763 24 0.9 0.270 0.09 0.09 0.18 0.159 811 25 0.8 0.240 0.09 0.09 0.15 0.132 851 26 0.9 0.270 0.09 0.09 0.18 0.159 899 27 - 0.9 0.270 0.09 0.09 0.18 0.159 947 28 0.9 0.270 0.09 0.09 0.18 0.159 995 29 - 0.9 0.270 0.09 0.09 0.18 0.159 1,043 30 0.9 0.270 0.09 0.09 0.18 0.159 1,091 31 0.9 0.270 0.09 0.09 0.18 0.159 1,139 32 - 0.9 0.270 0.09 0.09 0.18 0.159 1,188 33 1.0 0.300 0.09 0.09 0.21 0.186 1,244 34 1.0 0.300 0.09 0.09 - 0.21 0.188 1,300 35 1.0 0.300 0.09 0.09 0.21 0.186 1,356 36 1.0 0.300 0.09 0.09 0.21 0188 1,413 - 37 to 0.300 0.09 - 0.09 0.21 0.188 1,469 38 1.1 0.330 0.09 0.09 0.24 0.213 1,533 39 1.1 0.330' 0.09 0.09 0.24 0.213 1,598 40 1.1 - 0.330 0.09 0.09 0.24 0.213 1,662 - 41 - 1.2 0.360 0.09 0.09 0.27 0.240 1,735 42 1.3 0.390 0.09 0.09 0.30 0.267 1,816 43 1.4 0.420 0.09 0.09 0.33 0.294 1,905 44 1.4 0.420 0.09 0.09 0.33 0.294 1,994 45 1.5 0.450 0.09 0.09 0.36 0.321 2,091 46 - 1.5 0.450 0.09 0.09 0.36 0.321 2,189 47 1.6 0.480 0.09 0.09 0.39 0.348 -2,294 48 1.6 0.480 0.09 0.09 0.39 0.348 2,400 49 1.7 0.510 0.09 0.09 0.42 0.375 2,513 50 1.8 0.540 0.09 0.09 0A5 0.402 2,635 51 1.9 0.570 0.09 0.09 0.48 0.429 2,765 52 2.0 0.600 0.09 0.09 0.51 0.457 2,904 53 2.1 0.630 0.09 0.09 0.54 0.484 3,050 54 2.1 0.630 0.09 0.09 0.54 0.484 3,196 55 2.2 0.660 0.09 0.09 0.57 0.511 3,351 56 2.3 0.690 0.09 0.09 0.60 0.538 3,514 57 2.4 0.720 0.09 0.09 0.63 0.565 3,685 58 2.4 0.720 0.09 0.09 0.63 0.565 3,856 59 2.5 0.750 0.09 0.09 0.66 0.592 4,035 60 2.6 0.780 0.09 0.09 0.69 0.619 4,223 61 3.1 0.930 0.09 0.09 0.84 0.754 4,451 62 3.6 1.080 0.09 0.09 0.99 0.890 4,721. 63 3.9 1.170 0.09 0.09 1.08 0.971 5,015 64 4.2 1.260 0.09 0.09 1.17 1.052 5,333 65 4.7 1.410 0.09 0.09 1.32 1.187 5,893 66 5.6 1.680 0.09 0.09 1.59 1111.431 6,126 cQ- 67 1.9 0.570 0.09 0.09 0.48 0.429 6,256 68 0.9 0.270 0.09 0.09 0.18 0.159 6,304 69 - 0.6 0.180 0.09 - 0.09 0.09 0.078 6,328 70 0.5 0.150 0.09 0.09 0.06 0.051 6,343 71 0.3 0.090 0.09 0.09 0.00 0.000 8,343 72 0.2 0.060 0.09 0.06 0000 0.000 6,343 Total Rain -> 23.270 1 oft Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Pervious Areas (PI E-6.2) Point Rainfall l��4!500��l Pattern % Coef. 0.540 Impery Area % �1[000� Adjusted Loss Rate 0.09 Trib Area (sf) X39 ,1300 EFF. RAIN 3.640 0.9 AC. 63T- 001- Hydro-24 Hour Street Area 2.xls 3/28/2007 3:27 PM Job Number: 63T -001 Avignon Storm Frequency: 100 Year Duration: 24 Hour 0.09 Storm Volume: 35,822 Cu Ft Unit Time Period =1 5 min UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS] Volume (Cu Ft) 1 0.2 0.108 0.09 0.09 0.014 0.013 0 2 0.3 0.162 0.09 - 0.09 0.068 0.061 56 3 0.3 - 0.162 0.09 0.09 0.068 0.061 112 4 0.4 0.216 0.09 0.09 0.122 0.110 212 5 0.3 0.162 0.09 0.09 0.068 0.061 267 6 0.3 0.162 0.09 0.09 0.068. 0.061 323 7 0.3 0.162 0.09 0.09 0.068 0.061 379 8 0.4 0.216 0.09 0.09 0.122 0.110 479 9 0.4 0.216 0.09 0.09 0.122 0.110 579 10 0.4 0.216 0.09 0.09 0.122 0.110 679 11 0.5 0.270 0.09 0.09 0.176 0.159 824 12 0.5 0.270 0.09 0.09 0.176 0.159 968 13 0.5 0.270 0.09 0.09 0.176 0.159 1,112 14 0.5 0.270 0.09 0.09 0.176 0.159 1,257 15 0.5 0.270 0.09 0.09 0.176 0.159 1,401 16 0.6 0.324 0.09 0.09 0.230 0.208 1,590 17 0.6 0.324 0.09 0.09 0.230 0.208 1,779 18 0.7 0.378 0.09 0.09 0.284 0.256 2,012 19 0.7 0.378 0.09 0.09 0.284 0.256 2,245 20 0.8 0.432 0.09 0.09 0.338 0.305 2,522 21 0.6 0.324 0.09 0.09 0.230 0.208 2,711 22 0.7 0.378 0.09 0.09 0.284 0.256 2,944 23 0.8 0.432 0.09 0.09 0.338 0.305 3,221 24 0.8 0.432 0.09 0.09 0.338 0.305 3,498 25 0.9 0.486 0.09 0.09 0.392 0.354 3,820 26 0.9 0.486 0.09 0.09 0.392 0.354 4,141 27 1.0 0.540 0.09 0.09 0.446 0.402 4,507 28 1.0 0.540 0.09 0.09 0.446 0.402 4,873 29 1.0 0.540 0.09 0.09 0.446 0.402 5,239 30 1.1 0.594 0.09 0.09 0.500 0.451 5,649 31 1.2 0.648 0.09 0.09 0.554 0.500 6,104 32 1.3 0.702 0.09 0.09 0.608 0.549 6,602 33 1.5 0.810 0.09 0.09 0.716 0.646 7,190 34 1.5 0.810 0.09 0.09 0.716 0.646 7,777 35 1.6 0.864 0.09 0.09 0.770 0.695 8,409 1 of 2 63T- 001- Hydro-24 Hour Street Area 2.xls 3/28/2007 3:27 PM 36 1.7 0.918 0.09 0.09 0.824 0.743 9,085 • 37 1.9 1.026 0.09 0.09 0.932 0.841 9,849 38 2.0 1.080 0.09 0.09 0.986 0.890 10,658 39 2.1 1.134 0.09 0.09 1.040 0.938 11,511 40 2.2 1.188 0.09 0.09 1.094 0.987 12,409 41 1.5 0.810 0.09 0.09 0.716 0.646 12,996 42 1.5 0.810 0.09 0.09 0.716 0.646 13,584 43 2.0 1.080 0.09 0.09 0.986 0.890 14,393 44 2.0 1.080 0.09 0.09 0.986 0.890 15,202 45 1.9 1.026 0.09 0.09 0.932 0.841 15,966 46 1.9 1.026 0.09 0.09 0.932 0.841 16,731 47 1.7 0.918 0.09 0.09 0.824 0.743 17,407 48 1.8 0.972 0.09 0.09 0.878 0.792 18,127 49 2.5 1.350 0.09 0.09 1.256 1.133 19,157 50 2.6 1.404 0.09 0.09 1.310 1.182 20,232 51 2.8 1.512 0.09 0.09 1.418 1.279 21,395 52 2.9 1.566 0.09 0.09 1.472 1.328 22,603 53 3.4 1.836 0.09 0.09 1.742 1.572 24,032 < Qmax 54 3.4 1.836 0.09 0.09 1.742 1.572 25.461 55 2.3 1.242 0.09 0.09 1.148 1.036 26,403 56 2.3 1.242 0.09 0.09 1.148 1.036 27,345 57 2.7 1.458 0.09 0.09 1.364 1.231 28,464 58 2.6 1.404 0.09 0.09 1.310 1.182 29,538 59 2.5 1.350 0.09 0.09 1.256 1.133 30,569 60 2.4 1.296 0.09 0.09 1.202 1.084 31,555 61 2.3 1.242 0.09 0.09 1.148 1.036 32,497 62 1.9 1.026 0.09 0.09 0.932 0.841 33,261 63 1.9 1.026 0.09 0.09 0.932 0.841 34,026 64 0.4 0.216 0.09 0.09 0.122 0.110 34,126 65 0.4 0.216 0.09 0.09 0.122 0.110 34,226 66 0.3 0.162 0.09 0.09 0.068 0.061 34,282 67 0.3 0.162 0.09 0.09 0.068 0.061 34,338 68 0.5 0.270 0.09 0.09 0.176 0.159 34,482 69 0.5 0.270 0.09 0.09 0.176 0.159 34,626 70 0.5 0.270 0.09 0.09 0.176 0.159 34,771 71 0.4 0.216 0.09 0.09 0.122 0.110 34,871 72 0.4 0.216 0.09 0.09 0.122 0.110 34,971 73 0.4 0.216 0.09 0.09 0.122 0.110 35,071 74 0.3 0.162 0.09 0.09 0.068 0.061 35,127 75 0.2 0.108 0.09 0.09 0.014 0.013 35,138 76 0.3 0.162 0.09 0.09 0.068 0.061 35.194 77 0.4 0.216 0.09 0.09 0.122 0.110 35,294 78 0.3 0.162 0.09 0.09 0.068 0.061 35.350 79 0.2 0.108 0.09 0.09 0.014 0.013 35,361 80 0.3 0.162 0.09 0.09 0.068 0.061 35,417 81 0.3 0.162 0.09 0.09 0.068 0.061 35,473 82 0.3 0.162 0.09 0.09 0.068 0.061 35.529 83 0.2 0.108 0.09 0.09 0.014 0.013 35,540 84 0.3 0.162 0.09 0.09 0.068 0.061 35,596 85 0.2 0.108 0.09 0.09 0.014 0.013 35,608 86 0.3 0.162 0.09 0.09 0.068 0.061 35,663 87 0.2 0.108 0.09 0.09 0.014 0.013 35,675 88 0.3 0.162 0.09 0.09 0.068 0.061 35,731 89 0.2 0.108 0.09 0.09 0.014 0.013 35,742 90 0.2 0.108 0.09 0.09 0.014 0.013 35,754 91 0.2 0.108 0.09 0.09 0.014 0.013 35,765 92 0.2 0.108 0.09 0.09 0.014 0.013 35,777 93 0.2 0.108 0.09 0.09 0.014 0.013 35,788 94 0.2 0.108 0.09 0.09 0.014 0.013 35,799 95 0.2 0.108 0.09 0.09 0.014 0.013 35,811 96 0.2 0.108 0.09 0.09 0.014 0.013 35,822 Total Rain --- > 43.680 2of2 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E -6.1) 32 Infiltration Rate for Pervious Areas (PI E -6.2) 0.940 Point Rainfall 2.200 Pattern % Coef. 0.264 Impery Area % 1.000 Adjusted Loss Rate 0.09 Trib Area (sf) 8,300 EFF. RAIN 1.897 0.2 AC. 63T- 001- Hydro-3 Hour Street Area 3.xls 3/28/2007 3:28 PM Job Number: 63T -001 Avignon Storm Frequency: 100 Year Duration: 3 Hour Storm Volume: 1,316 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS) Volume (Cu Ft) 1 1.3 0.34 0.09 0.09 0.25 0.0 0 2 1.3 0.34 0.09 0.09 0.25 0.0 14 3 1.1 0.29 0.09 0.09 0.20 0.0 26 4 1.5 0.40 0.09 0.09 0.30 0.1 43 5 1.5 0.40 0.09 0.09 0.30 0.1 81 6 1.8 0.48 0.09 0.09 0.38 0.1 83 7 1.5 0.40 0.09 0.09 0.30 0.1 100 8 1.8 0.48 0.09 0.09 0.38 0.1 122 9 1.8 0.48 0.09 0.09 0.38 0.1 144 10 1.5 0.40 0.09 0.09 0.30 0.1 162 11 - 1.6 0.42 0.09 0.09 0.33 0.1 181 12 1.8 0.48 0.09 0.09 0.38 0.1 203 13 2.2 0.58 0.09 0.09 0.49 0.1 231 14 2.2 0.58 0.09 0.09 0.49 0.1 259 15 2.2 0.58 0.09 0.09 0.49 0.1 287 16 2.0 0.53 0.09 0.09 0.43 0.1 312 17 2.6 0.69 0.09 0.09 0.59 0.1 347 18 2.7 0.71 0.09 0.09 0.62 0.1 382 19 2.4 0.63 0.09 0.09 0.54 0.1 414 20 2.7 0.71 0.09 0.09 0.62. 0.1 449 21 3.3 0.87 0.09 0.09 0.78 0.1 494 22 3.1 0.82 - 0.09 0.09 0.72 0.1 538 23 2.9 0.77 0.09 0.09 0.67 0.1 575 - 24 3.0 0.79 - 0.09 0.09 0.70 0.1 615 25 3.1 0.82 0.09 0.09 0.72 01 657 - 26 4.2 1.11 0.09 0.09 1.01 0.2 716 27 5.0 1.32 0.09 0.09 1.23 0.2 787 28 3.5 0.92 0.09 0.09 0.83 0.2 835 29 6.8 1.80 0.09 0.09 1.70 0.3 933 30 7.3 1.93 0.09 0.09 1.83 0.3 1,039 31 8.2 2.16 0.09 0.09 2.07 0.4 - 1,159 <Qmax 32 5.9 1.56 0.09 0.09 1.46 0.3 1,243 33 2.0 0.53 0.09 0.09 0.43 0.1 1,269 34 1.8 0.48 0.09 0.09 0.38 0.1 1,291 35 1.8 0.48 0.09 0.09 0.38 0.1 1,313 38 0.6 0.16 0.09 0.09 0.06 0.0 1,316 Total Rain -> 22.77 1of1 Riverside County Hydrology Manual Synthetic Unit Hydrograph Method Runoff Index (PI E-6.1) Infiltration Rate for Per Point Rainfall Pattern % Coef. Impery Area % Adjusted Loss Rate ✓ious Areas (PI E-6.2) 07940 2.50 0.300 1.000 0.09 Trib Area (sf) X13,300 0.2 AC. EFF. RAIN 1.939 63T- 001 - Hydro -6 Hour Street Area 3.xls 3/28/2007 3:28 PM Job Number: 63T -001 Avignon Storm Frequency: 110V Year Duration: 6 Hour Storm Volume: 1,340 Cu Ft Unit Time Period = 5 Min. UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN O[CFS] Volume (Cu Ft) 1 0.5 0.150 0.09 0.09 0.06 0.000 0 2 0.6 0.180 0.09 0.09 0.09 0.016 5 3 0.6 0.180 0.09 0.09 0.09 0.016 10 4 0.6 0.180 0.09 0.09 0.09 0.016 15 5 0.6 0.180 0.09 0.09 0.09 0.016 20 6 0.7 0.210 0.09 0.09 0.12 0.022 27 7 0.7 0.210 0.09 0.09 0.12 0.022 33 8 0.7 0.210 0.09 0.09 0.12 0.022 40 9 0.7 0.210 0.09 0.09 0.12 0.022 47 10 0.7 0.210 0.09 0.09 0.12 0.022 53 11 0.7 0.210 0.09 0.09 0.12 0.022 60 12 0.8 0.240 0.09 0.09 0.15 0.028 68 13 0.8 0.240 0.09 0.09 0.15 0.028 77 14 0.8 0.240 0.09 0.09 0.15 0.028 85 15 0.8 0.240 0.09 0.09 0.15 0.028 94 16 0.8 0.240 0.09 0.09 0.15 0.028 102 17 0.8 0.240 0.09 0.09 0.15 0.028 111 18 0.8 0.240 0.09 0.09 0.15 0.028 119 19 0.8 0.240 0.09 0.09 0.15 0.028 127 20 0.8 0.240 0.09 0.09 0.15 0.028 136 21 0.8 0.240 0.09 0.09 0.15 0.028 144 22 0.8 0.240 0.09 0.09 0.15 0.028 153 23 0.8 0.240 0.09 0.09 0.15 0.028 161 24 0.9 0.270 0.09 0.09 0.18 0.034 171 25 0.8 0.240 0.09 0.09 0.15 0.028 180 26 0.9 0.270 0.09 0.09 0.18 0.034 190 27 0.9 0.270 0.09 0.09 0.18 0.034 200 28 0.9 0.270 0.09 0.09 0.18 0.034 210 29 0.9 0.270 0.09 0.09 0.18 0.034 220 30 0.9 0.270 0.09 0.09 0.18 0.034 230 31 0.9 0.270 0.09 0.09 0.16 0.034 241 32 0.9 0.270 0.09 0.09 0.18 0.034 251 33 1.0 0.300 0.09 0.09 0.21 0.039 263 34 1.0 0.300 0.09 0.09 0.21 0.039 275 35 1.0 0.300 0.09 0.09 0.21 0.039 286 36 1.0 0.300 0.09 0.09 0.21 0.039 298 37 1.0 0.300 0.09 0.09 0.21 0.039 310 38 1.1 0.330 0.09 0.09 0.24 0.045 324 39 1.1 0.330 0.09 0.09 0.24 0.045 337 40 1.1 0.330 0.09 0.09 0.24 0.045 351 41 - 1.2 0.360 0.09 0.09 0.27 0.051 366 42 _ 1.3 0.390 0.09 0.09 0.30 0.056 384 43 1.4 0.420 0.09 0.09 0.33 0.062 402 44 1.4 0.420 0.09 0.09 0.33 0.062 421 45 1.5 0.450 0.09 0.09 0.36 0.068 442 46 1.5 0.450 0.09 0.09 0.36 0.068 462 47 1.6 0.480 0.09 0.09 0.39 0.074 485 48 1.6 0.480 0.09 0.09 0.39 0.074 507 49 1.7 0.510 0.09 0.09 0.42 0.079 531 50 1.8 0.540 0.09 0.09 0.45 0.085 557 51 1.9 0.570 0.09 0.09 0.48 0.091 584 52 2.0 0.600 0.09 0.09 0.51 0.096 613 53 2.1 0.630 0.09 0.09 0.54 0.102 644 54 2.1 0.630 0.09 0.09 0.54 0.102 675 55 2.2 0.660 0.09 0.09 0.57 0.108 708 56 2.3 0.690 0.09 0.09 0.60 0.114 742 57 - 2.4 0.720 0.09 0.09 0.63 0.119 778 58 2.4 0.720 0.09 0.09 0.63 0.119 814 59 2.5 0.750 0.09 0.09 0.66 0.125 852 60 2.6 0.780 0.09 0.09 0.69 0.131 892 61 3.1 0.930 0.09 0.09 0.84 0.159 940 62 3.6 1.080 0.09 0.09 0.99 0.188 997 63 3.9 1.170 0.09 0.09 1.08 0.205 1,059 64 • 4.2 1.260 0.09 0.09 1.17 0.222 1,126 65 4.7 1.410 0.09 0.09 1.32 0.251 1,202 66 5.6 1.680 0.09 0.09 1.59 0.302 1,294 <O.. 67 1.9 0.570 0.09 0.09 0.48 0.091 1,321 68 0.9 0.270 0.09 0.09 0.18 0.034 1,331 69 0.6 0.180 0.09 0.09 0.09 0.016 1,336 70 0.5 0.150 0.09 0.09 0.06 0.011 1,340 71 0.3 0.090 0.09 0.09 0.00 0.000 1,340 72 0.2 0.660 0.09 0.06 0.00 0.000 1,340 Total Rain - -> 23.270 1 oft 63T- 001 - Hydro -24 Hour Street Area 3.xls 3/28/2007 3:28 PM Riverside County Hydrology Manual Job Number: 63T -001 Avignon Synthetic Unit Hydrograph Method Runoff Index (PI E -6.1) 32 Storm Frequency: 100 Year Infiltration Rate for Pervious Areas (PI E-6.2) 0.940 Duration:1 24 Hour Point Rainfall 4.500 Pattern % Coef. 0.540 Impery Area % r _ 1.000 Adjusted Loss Rate 0.09 0.09 Trib Area (sf) 8,300 0.2 AC. EFF. RAIN 3.640 Storm Volume: 7,566 Cu Ft Unit Time Period =15 min UNIT PATTERN % STORM RAIN ADJUSTED LOSS RATE LOW LOSS RATE EFF RAIN Q[CFS] Volume (Cu Ft) 1 0.2 0.108 0.09 0.09 0.014 0.003 0 2 0.3 0.162 0.09 0.09 0.068 0.013 12 3 0.3 0.162 0.09 0.09 0.068 0.013 24 4 0.4 0.216 0.09 0.09 0.122 0.023 45 5 0.3 0.162 0.09 0.09 0.068 0.013 56 6 0.3 0.162 0.09 0.09 0.068 0.013 68 7 0.3 0.162 0.09 0.09 0.068 0.013 80 8 0.4 0.216 0.09 0.09 0.122 0.023 101 9 0.4 0.216 0.09 0.09 0.122 0.023 122 10 0.4 0.216 0.09 0.09 0.122 0.023 143 11 0.5 0.270 0.09 0.09 - 0.176 0.034 174 12 0.5 0.270 0.09 0.09 0.176 0.034 204 13 0.5 0.270 0.09 0.09 0.176 0.034 235 14 0.5 0.270 0.09 0.09 0.176 0.034 265 15 0.5 0.270 0.09 0.09 0.176 0.034 296 16 0.6 0.324 0.09 0.09 0.230 0.044 336 17 0.6 0.324 0.09 0.09 - 0.230 0.044 376 18 0.7 0.378 0.09 0.09 0.284 0.054 425 19 0.7 0.378 0.09 0.09 0.284 0.054 474 20 0.8 0.432 0.09 0.09 0.338 0.064 533 21 0.6 0.324 0.09 0.09 0.230 0.044 572 22 0.7 0.378 0.09 0.09 0.284 0.054 622 23 0.8 0.432 0.09 0.09 0.336 0.064 680 24 0.8 0.432 0.09 0.09 0.338 0.064 739 25 0.9 0.486 0.09 0.09 0.392 0.075 807 26 0.9 0.486 0.09 0.09 0.392 0.075 875 27 1.0 0.540 0.09 0.09 0.446 0.085 952 28 1.0 0.540 0.09 0.09 0.446 0.085 1,029 29 1.0 0.540 0.09 0.09 0.446 0.085 1,106 30 1.1 0.594 0.09 0.09 0.500 0.095 1,193 31 1.2 - 0.648 0.09 0.09 0.554 0.106 1,289 32 1.3 0.702 0.09 0.09 0.608 0.116 1,394 33 1.5 0.810 0.09 0.09 0.716 0.136 1,518 34 1.5 0.810 0.09 0.09 0.716 0.136 1,643 35 1.6 0.864 0.09 - 0.09 0.770 0.147 1,776 1 of 2 63T- 001- Hydro-24 Hour Street Area 3.xls 3/28/2007 3:28 PM 36 1.7 0.918 0.09 0.09 0.824 0.157 1,919 37 1.9 1.026 0.09 0.09 0.932 0.178 2,080 38 2.0 1.080 0.09 0.09 0.986 0.188 2,251 39 2.1 1.134 0.09 0.09 1.040 0.198 2,431 40 2.2 1.188 0.09 0.09 1.094 0.208 2,621 41 1.5 0.810 0.09 0.09 0.716 0.136 2,745 42 1.5 0.810 0.09 0.09 0.716 0.136 2,869 43 2.0 1.080 0.09 0.09 0.986 0.188 3,040 44 2.0 1.080 0.09 0.09 0.986 0.188 3,211 45 1.9 1.026 - 0.09 0.09 0.932 0.178 3,372 46 1.9 1.026 0.09 0.09 0.932 0.178 3,533 47 1.7 ' ' 0.918 0.09 0.09 W$24 0.157 3,676 48 1.8 0.972 0.09 0.09 - 0.878 0.167 3,828 49 2.5 1.350 0.09 0.09 1.256 0.239 4,046 50 2.6 1.404 0.09 0.09 1.310 0.250 4,273 51 2.8 1.512 0.09 0.09 1.418 0.270 4,519 52 2.9 1.566 0.09 0.09 1.472 0.280 4,774 53 3.4 1.836 0.09 0.09 1.742 0.332 5,075 <-Qmax 54 3.4 1.836 0.09 0.09 1.742 0.332 5,377 55 2.3 1.242 0.09 0.09 1.148 0.219 5,576 56 2.3 1.242 0.09 0.09 1.148 0.219 5,775 57 2.7 1.458 0.09 0.09 1.364 0.260 6,011 58 2.6 1.404 0.09 0.09 1.310 0.250 6,238 59 2.5 1.350 0.09 0.09 1.256 0.239 6,456 60 2.4 1.296 0.09 0.09 1.202 0.229 6.664 61 2.3 1,242 0.09 0.09 1.148 0.219 6.863 62 1.9 1,026 0.09 0.09 0.932 0.178 7.025 63 1.9 1.026 - 0.09 0.09 0.932 0.178 7.186 64 0.4 0.216 0.09 0.09 0.122 0.023 7.207 65 0.4 0.216 0.09 0.09 0.122 0.023 7,228 66 0.3 0.162 0.09 0.09 0.068 0.013 7,240 67 0.3 0.162 0.09 0.09 0.068 0.013 7,252 68 0.5 - 0.270 0.09 0.09 0.176 0.034 7,282 69 0.5 0.270 0.09 0.09 0.176 0.034 7,313 70 0.5 0.270 0.09 0.09 0.176 0.034 7,343 71 0.4 0.216 0.09 0.09 0.122 0.023 7,365 72 0.4 0.216 0.09 0.09 0.122 0.023 7,386 73 0.4 0.216 0.09 0.09 0.122 0.023 7,407 74 0.3 0.162 0.09 0.09 0.068 0.013 7,419 75 0.2 0.108 0.09 0.09 0.014 0.003 7,421 76 0.3 0.162 0.09 0.09 0.068 0.013 7,433 77 0.4 0.216 0.09 0.09 0.122 0.023 7,454 78 0.3 0.162 0.09 0.09 0.068 0.013 7,466 79 0.2 0.108 0.09 0.09 0.014 0.003 7,468 80 0.3 0.162 0.09 0.09 0.068 0.013 7,480 81 0.3 0.162 0.09 0.09 0.068 0.013 7,492 82 0.3 0.162 0.09 0.09 0.068 0.013 7,504 83 0.2 0.108 0.09 0.09 0.014 0.003 7,506 84 0.3 0.162 0.09 0.09 0.068 0.013 7,518 85 0.2 0.108 0.09 0.09 0.014 0.003 7,520 86 0.3 0.162 0.09 0.09 0.068 0.013 7,532 87 0.2 0.108 0.09 0.09 0.014 0.003 7,534 88 0.3 0.162 0.09 0.09 0.068 0.013 7,546 89 0.2 0.108 0.09 0.09 0.014 0.003 7,549 90 0.2 0108 0.09 0.09 0.014 0.003 7,551 91 0.2 0.108 0.09 0.09 0.014 0.003 7,553 92 0.2 0.108 0.09 0.09 0.014 0.003 7,556 93 0.2 0.108 0.09 0.09 0.014 0.003 7,558 94 0.2 0.108 0.09 0.09 0.014 0.003 7,561 95 0.2 0.108 0.09 0.09 0.014 0.003 7,563 96 0.2 0.108 0.09 0.09 0.014 0.003 7,566 Total Rain --- > 43.680 2of2 R. 6 E. R. 7 E. 17'30" 116: i5' Mao MaB Mao MaD m at$ A :)rt- t Ph n M 8 12 maB Fe 41 MaB 12J 1, tu F A W I 5 N F, F Ep DA W,L W SiDhOr L-UB 0 U N Tp 6 k t AN Ll 'Al MaB 16 Mao • .113 WYte, 18 ta ,--r�; DA PIS y ROA6 -j 1L j Mao COA �j Mal) AVEWYE GDA i1 0 Mao ci CPA k GbA A Park 20' - I 'ell 24 MILES AVENUE MILE a UE, 19 I MaS, 21 4 lr) Ma6 I' Mao C---------- t. ap CPA MiD F > 0 CPA C OACA, CPA SOIL SURVEY TABLE 12. Soil and water features— Continued Soil name and map symbol Hydro - logic group flooding High water table Bedrock frequency Duration Months Depth Kind Months Depth Hardness Ft In �o VAa8,. aD----- - - - - -- A: None ------ ------------ >6.0 -------------- ------------ Jan- Dec >60 - - - - -- - -- VAn------------ - - - --- None - - - - -- ----- --- - - - - -- ------ - - - - -- 1.5 -5.0 Apparent----- - - -- >60 ----------- :and: qaB----------- - - - - -. C None - - - - -- -------- -- - - -- ------ - - - - -- >6.0 - ------- - - - - -- ------ - - - - -- >60 ---------- JbB----------------- C None - - - - -- -------- - - - - -- --- --- - - - - -- 1.5 -5.0 Apparent - - - -- Jan- Dec - - -- >60 ---- - - - - -- Istott: )mD------ ---- - - - - -- C None - - - - -- -------- - - - - -- ------ - - - --- >6.0 ----- --- - - - - -- ------ - - - - -- 4-20 Rippable. Sri: Omstott part ------- C None -- ---- -- ------ - ----- -- -- -- - -- - -- >6.0 -------- - - - - -- ------------ 4-20 Rippable. Rock outcrop part. ;,erwasb: RA. ck outcrop: RO. RT1- Rock outcrop part. Lithic Torripsamments part. D None- - ---- ---- -- -- - - - --- - >6.0 -------- - - - - -- ------ - - - - -- 1 -10 Hard. bble land: RU. ton: ia, 5b --------------- D None - - - - -- ------- - - - - - -- ------ - - - - -- 2.0 -5.0 Apparent - - - -- Jan- Dec - - -- >60 ---- - - - - -- )oba: )OD, SpE------ - - - - -- A None - - - - -- -------------------------- >6.0 -------- - - - - -- ------ - - - - -- >60 ---------- rriorthents : FO 1: Torriorthents part. Rock outcrop part. junga: rpE, TrC, TsB- - - - - -- A None - - - - -- --------------- ------ - - - - -- >6.0 -------- - - - - -- ------ - - - - -- >60 ---- - - - - -- ' This mapping unit is made up of two or more dominant kinds of soil. See mapping unit description for the composition and savior of the whole mapping unit. .rent; and the months of the year that the water ble commonly is high. Only saturated zones above a pth of 5 or 6 feet are indicated. Information about the seasonal high water table 1ps in assessing the need for specially designed undations, the need for specific kinds of drainage stems, and the need for footing drains to insure dry .sements. Such information is also needed to decide tether or not construction of basements is feasible .d to determine how septic tank absorption fields and her underground installations will function. Also, a asonal high water. table affects ease of excavation. Depth to bedrock is shown for all soils that are tderlain by bedrock at a depth of 5 to 6 feet or less. )r many soils, the limited depth to bedrock is a part the definition of the soil series. The depths shown e based on measurements made in many soil borings and on other observations during the mapping of the soils. The kind of bedrock and its hardness as related to ease of excavation is also shown. Rippable bedrock can be excavated with a single -tooth ripping attach- ment on a 200 - horsepower tractor, but hard bedrock generally requires blasting. Formation, Morphology, and Classification of the Soils - This section contains descriptions of the major fac- tors of soil formation as they occur in the Coachella Valley Area, a summary of significant morphological characteristics of the soils of the Area, an explanation of the current system of classifying soils by categories broader than the series, and a table showing the clas- RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Quality of Soil Group Cover Type (3) A B C D Cover (2) F NATURAL COVERS - ( Barren 78 86 91 93 (Rockland, eroded and graded land) s f Chaparrel, Broadleaf Poor 53 70 80 85 (Manzonita, ceanothus and scrub oak) _ Fair 40 63 75 81 Good 31 57 71 78 Chaparrel, Narrowleaf Poor 71 82 88 91 (Chamise and redshank) Fair 55 72 81 86 Grass, Annual or Perennial Poor 67 78 86 89 Fair 50 69 79 84 Good 38 61 74 80 Meadows or Cienegas Poor 63 77 85 88 (Areas with seasonally high water table, Fair 51 70 80 84 principal vegetation is sod forming grass) Good 30 58 72 78 Open Brush Poor 62 76 84 88 (Soft wood shrubs - buckwheat, sage, etc.) Fair 46 66 77 83 Good 41 63 75 81 Woodland Poor 45 66 77 83 (Coniferous or broadleaf trees predominate. Fair 36 60 73 79 Canopy density is at least 50 percent) Good 28 55 70 77 Woodland, Grass Poor 57 73 82 86 (Coniferous or broadleaf trees with canopy Fair 44 65 77 82 density from 20 to 50 percent) Good 33 58 72 79 URBAN COVERS - Residential or Commercial Landscaping Good 2 56 69 75 (Lawn, shrubs, etc.) Turf Poor 58 74 83 87 (Irrigated and mowed grass) Fair 44 65 77 82 Good 33 58 72 79 AGRICULTURAL COVERS - Fallow 76 85 90 92 (Land plowed but not tilled or seeded) R C F C 8► W C D RUNOFF INDEX NUMBERS FOR HYDROLOGY MANUAL PERVIOUS AREAS PLATE E -6.1 0 of 2) ... „r r.;�= <.,:,,1;._ __d; :i(� :"- ' \-z,'Hl;�r :v j "-��:onrrr•_• a .� _.�. 1 �/ � 1 _ ,- ;^ � II .{. i Wt- R6'E:r; R$E h��JifC'+Rra'ai��.,�; `,•3' �.a,....�:.'�,,.. °J•.'.J }.� r `C:. r�; a ). , dl !. + � l:inf' 1 ' ... -�)• :•r; .s, i:fiA `1,;: .t..':. "%li•.. ti'. %. /;•,'�:`.t. )�'i �. 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B i ' > I L 1,' c6' _Y'i 1 \� /, • Ti'(''Ff� •1 W't n.,. y ?y? RIVERSIDE COUNTY FLOOD CONTROL WATER CONSERVATION DISTRICT 100- YEAR - 24- HOUR ... :;• .f•' - ;,,o..j� , 1,C.,, ._ �. '. X11 n,• �Vr •, ,^ 4n PRECIPITATION '.7' `h CL + lnh'U f\�'y Ri,�?` •i .4 �,T.•• �, .l�'''1'�, �• -- Iy T. �,Y f,1:L:,t 1 .,. I:. -r -_�• .. fj '„{'f.T'T 7_", _. e(1 e ' ^�\ ,J \G'= r 1 N,.ia �� /"� ' 7 •'C'S.7.�._tt�'. �`-. r". 1.'./J 'J,._ :�:4i Fj+/ °`r. •`.' h _ p c..,c «,� N, o ./. r ' M'� Tl ^--- ":.�jn..: « >.: "JAG_' : / •' 1 0 ",. o.....•« RUNOFF COEFFICIENTS FOR RI INDEX NO. = 28 IMPERVIOUSI INTENSITY - INCHES /HOUR PERCENT .0 .5 1.0 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. 5. ]0. ]5. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. 75. 80. 85. 90. 95. 100. .00 .11 .20 .27 .33 .38 .42 .45 .48 .53 .57 .04 .15 .24 .31 .36 .41 .44 .4A .51 .55 .59 .09 .19 .27 .34 .39 .43 .47 .50 .53 .57 .61 .13 .23 .31 .31 .42 .46 .49 .52 .55 .59 .62 .18 .27 .34 .40 .45 .48 .52 .54 .57 .61 .64 .22 .31 .38 .43 .47 .51 .54 .57 .59 .63 .65 .27 .35 .41 .46 .50 .54 .56 .59 .61 .64 .67 .31 .39 .45 .49 .53 .56 .59 .61 .63 .66 .69 .36 .4,3 .48 .52 .56 .59 .61 .63 .65 .68 .70 .40 ,47 .52 .56 .59 .61 .64 .66 .67 .10 .T2 .45 .51 .55 .59 .62 .64 .66 .68 .69 .72 .74 .49 .55 .59 .62 .64 .67 .68 .70 .71 .74 .75 .54 .59 .62 .65 .67 .69 .71 .72 .73 .75 .77 .58 .63 .66 .68 .70 .72 .73 .74 .75 .77 .79 .63 .66 .69 .71 .73 ",74 .76 .77 .78 .79 .80 .67 .70 .73 .74 .76 .TT .T8 .79 .80 .81 .82 .72 .74 .76 .17 .79 .80 .AO ,Al .82 .83 .83 .76 .78 .80 .81 .Al .82 .83 .83 .84 .85 .85 .81 .82 .83 .84 .84 .85 .85 .86 .86 .86 .87 .86 .86 .87 .87 .87 .87 .A8 .88 .88 .88 .88 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR RI INDEX N0, 2 32 IMPERVIOUS PERCENT .0 .5 1.0 INTENSITY - INCHES /HOUR 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. ,00 .13 .23 .31 .37 .42 .46 .50 .53 .57 .61 S. .04 .17 .2T .34 .40 .45 .48 .S2 .55 ,59 .63 10. ,09 .21 .30 .37 .43 .47 .51 .54 .56 .El .64 15. .13 .25 .33 .40 .45 .49 .53 .56 .58 .62 .65 20. .18 .29 .37 .43 .48 .52 .55 .58 .60 .64 .67 25. .22 .33 .40 .46 .50 .54 .57 .60 .62 .66 .68 30. .27 .36 .43 .49 .53 .57 .59 .62 .64 .67 .70 35. .31 .40 .47 .52 .56 .59 .62 .64 .66 .69 ,71 40. ,36 .44 .50 .55 .58 .61 .64 .66 .68 .70 .113 45. .40 .48 .53 .58 .61 .64 .66 .68 .69 .72 .74 50,. .45 .52 .57 .61 .64 .66 .68 .70 .71 .14 -6, 77- .� .49 .56 .60 .64 .66 .68 .70 .72 .73 .75 .78 60. .54 .59 .63 .66 .69 .71 .73 .74 .TS .77 .T9 65. .58 .63 .67 .69 .72 .73 .75 .76 .77 .79/ .80 70. .63 .67 .70 .72 .74 .76 ,77 .78 .7q 80 .81 75. .67 .71 .73 .75 .77 .78 .79 ,80 .81 .82 .83 80. .T2 .15 ,77 ,78 .79 .80 .Bt ,82 .O3 ;8 8 .84 85, .76 .79 .80 .81 .62 .83 .83 .84 .84 .d5 8�``7 .86 90. .A1 .82 .83 .84 .83 .85 .R6 .86 .86 .87 ,AT 95. .86 .86 .87 .87 .87 .88 Be . .88 .88 .86K .89 x,90 100. .90 .90 .90 .90 .90 .90 .90 .q0 .90 ,90 .90 .90 RUNOFF COEFFICIENTS FOR RI INDEX NO. = 30 IMPEpVIOUSI INTENSITY - INCHES /HOUR PERCENT ,0 .5 1.0 1.5 2.0 2.5 1.0 3.5 4.0 5.0 6.0 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 60. 65. 70. T5. 80. 85. 90. 95. 100. .00 .12 .22 .29 .35 .40 .44 .48 .51 .55 .59 .04 .16 .25 .32 .3A .43 .f.6 .50 .53 .5T .61 .09 .20 .29 .35 .41 .45 .49 .52 .55 .59 .62 .13 .24 .32 .38 .43 .48 .51 .54 .57 .61 .64 .18 .28 .36 .41 .46 .50 .53 .56 .59 .62 .65 .22 .32 .39 .44 .49 .53 .56 .58 .60 .64 .67 .27 .36 .42 .47 .52 .55 .58 .60 .62 .66 .68 .31 .40 .46 .51 .54 .58 .60 .62 .64 .68 .70 .36 .43 .49 .54 .57 .60 .63 .65 .66 .69 .72 .40 .47 .53 .57 .60 .63 .65 .67 .68 .71 .73 .45 .51 .56 .60 .63 .65 .67 .69 .70 .73 .75 .49 .55 .59 .63 .65 .68 .69 .71 .72 .74 .76 .54 .59 .63 .66 .6A .70 .72 .73 .74 .76 .78 .58 .63 .66 .69 .71 .73 .74 .75 .76 .78 .79 .63 .67 .70 .72 .T4 .75 .T6 .7T .78 .80 .81 .67 .71 .T3 .75 .76 .78 .79 .T9 .80 .81 .82 .72 .74 ,T6 .78 .79 .80 .81 .R2 .82 .83 .84 .76 .78 .80 .81 .82 .83 .83 .84 .84 .85 .85 .81 .82 .83 .84 .85 .85 AS .86 .86 .87 .87 .86 .86 .87 .8T .8T .88 .88 .88 .88 .88 .88 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 RUNOFF COEFFICIENTS FOR RI INDEX NO. - 34 IMPERVIOUS PERCENT .0 .5 1.0 INTENSITY - INCHES /HOUR 1.5 2.0 2.5 3.0 3.5 4.0 5.0 6.0 0. .00 .15 .25 .33 .39 .44 .48 .52 .55 .59 .63 5. .04 .18 .28 .36' .42 .47 .50 .54 .56 .61 .64 10. .09 .22 .32 •39 .44 .49 .52 .56 .58 .62 .66 15. .13 .26 .35 .42 .47 .51 .55 .57 .60 .64 .67 20. .18 .30 .38 .44 .49 .53 .57 .59 .62 .65 .68 25. .22 .33 .41 IT .52 .56 .59 .61 .63 .67 .70 30. .27 .37 .45 .50 .54 .58 .61 .63 .65 .69 .71 35. .31 .41 .48 .53 ST .60 .63 .65 .67 TO .72 40. .36 .45 .51 .56 .60 .63 .65 .67 .69 .72 .74 45. .40 .49 .54 .59 .62 .65 .6T .69 .71 .73 .75 50. .45 .52 .58 •62 .65 .67 .69 .71 .72 .T5 .76 55, .49 .56 .61 .64 .67 .69 .71 .73 .74 .76 .78 60. .54 .60 .64 .6T .70 .72 .73 .75 .76 .78 .T9 65. .58 .64 .6T TO .72 .T4 .75 .77 .78 .T9 .81 70. .63 .6T .71 .13 .T5 .76 .7T .79 .79 .81 .82 T5. .67 .71 .74 .16 .T7 .79 .80 .AO .81 .82 .83 80, .T2 .TS .77 .79 .80 .81 .82 .82 .83 .84 .85 85. .76 .79 .80 .81 .62 .83 .84 .84 .85 .85 .86 90. .81 .82 .84 .84 .85 .85 .86 .86 .86 .87 .87 95. .86 .86 .8T .87 .8T .88 .O8 .88 .88 ,B8 .89 100. .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 .90 i L 1000 TC' 100 90 LIMITATIONS: 1. Maximum length = 1000' 2. Maximum area = 10 Acres 5 TC 900 80 a 70 > H > 6 800 ,_ U 500 Y N 400 300 Q It 700 60 o o` > 200 7 u=i o °' ►`� E 100 c 600 0 50 So ° 8 E ° 0 0 50 0 o 30 a 30 _ 20 . 9 ° 500 ��� _ CD > U ct T Q 35 --- '' :.._ fl n 3 81 10 Q fr_ K i I ! tL 400 ° 30 � radeve oped 0 1 2 an Good Cover D 2 C3 25 Undeveloped 0 1.0 0 8 Fair Cover .6 14 o 300 E _ .5 Undeveloped 3 2� L 15 N _ — 20 Poor Cover o 2 19 16 ° Single Family 50 > 17 E 250 17 (1/4 Acre) d 18--s 16 0 15 Commercial 0 d 19 Q, 14 {Pav 3 20 -- d 200 `- 13 ` 1 a> ° ° I ? 25 0 ' ° KEY 0 150 9 L—F1 Tc- ►K;'Tc' o 30 8 E EXAMPLE: i= 7 (1) L =550'7 H =5.0, K= Single Fomily(1 /4 Ac.) 35 Development, Tc = 12.6 min. 1100 6 (2) L =550', H =5.0', K = Commercial 40 Development , Tc = 9.7 min. 5 Der •C1Tlr Cl(cfa �tJ(3( ;G Cjl�,6'Cl� (?o�?p) 4 Reference; Bibliography item No. 35. RCFC & WCD HYDROLOGY i\l1ANUAL PLATE D -3 .0 r m v O C� C) C m O D �1- V� '�'' rd ^m 0 E-1 3F m z � D � z � D C D � O Z RAINFALL INTENSITY- INCHES PER HOUR MIRA LOMA MURRIETA b RANCHO - TEMECULA CALIFORNIA NORCO PALM SPRINGS PERRIS VALLEY DURATION FREQUENCY DURATION FREOUENCY DURATION FREOUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES 10 100 10 100 10 100 10 100 10 100 YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.48 5 3.45 5.10 5 2.77 4.16 5 4.23 6.T6 5 2.64 3.78 6 2.58 4.07 6 3.12 4.61 6 2.53 3.79 6 3.80 6.08 6 2.41 3.46 7 2.37 3.75 7 2.87 4.24 7 2.34 3.51 7 3.48 5.56 7 2.24 3.21 8 2.21 3.49 8 2.67 3.94 8 2.19 3.29 8 3.22 5.15 8 2.09 3.01 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9a- 9 1.98 2.84 10 1.96 3.10 10 2.36 3.48 10 1.96 2.94 10 2.83 4.52 10 1.88 2.69 11 1.87 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.28 11 1.79 2.57 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 2.43 3.88 13 1.65 2.37 14 1.64 2.60 14 1.96 2.89 14 1.66 2.48 14 2.33 3.72 14 1.59 2.29 15 1.58 2.50 IS 1.89 2.79 15 1.60 2.40 15 2.23 3.58 15 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 17 1.50 2.25 IT 2.08 3.32 17 1.45 2.08 18 1.44 2.27 18 1.T1 2.52 16 1.46 2.19 18 2.01 3.22 18 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 2.38 20 1.39 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.28 1.83 24 1.24 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 28 1.14 1.80 28 1.34 1.98 28 1.17 1.76 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 34 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 34 1.03 1.48 36 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 38 .97 1.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.40 40 .94 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 .95 1.37 45 .89 1.40 45 1.03 1.52 4S .9 P. 1.39 45 1.18 1.89 45 .90 1.29 50 .84 1.32 50 .97 1.44 SO .88 1.31 50 1.11 1.78 50 .85 1.2Z 55 .80 1.26 55 .92 1.36 55 .84 1.25 55 1.05 1.68 55 .81 1.17 60 .76 1.20 60 -88 1.30 60 .80 1.20 60 1.00 1.60 60 ITS 1.12 65 .73 1.15 65 -84 1.24 65 -77 1.15 65 .95 1.53 65 1.08 70 .70 1.11 70 .81 1.19 70 .74 1.11 TO .91 1.46 TO .75 1.04 75 .68 1.07 75 .78 1.15 TS .72 1.07 75 -88 1.41 T5 .72 TO 1.00 80 .65 1.03 80 .75 1.11 80 .69 1.04 80 .85 1.3S 80 BS .63 1.00 85 .73 1.07 85 .67 1.01 85 .82 1.31 85 .68 .66 .97 .94 SLOPE a .530 . SLOPE = .550 SLOPE .500 SLOPE = .560 SLOPE = .490 r m 0 -A O -w rn C m c/) D D 0 4-) D :o 0 on 0 m Z � D O D D O Z RAINFALL INTENSITY - INCHES PER HOUR MIRA LOMA MURRIETA L RANCHO - TEMECULA CALIFORNIA NORCO PALM SPRINGS PERRIS VALLEY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY DURATION FREQUENCY MINUTES MINUTES MINUTES MINUTES MINUTES to loo 10 loo to loo l0 1ao 10 loo YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR YEAR 5 2.84 4.48 5 3.45 5.10 5 2.77 4.16 5 4.23 6.76 5 2.64 3.78 6 2.58 4.07 6 3.12 4.61 6 2.53 3.79 6 3.80 6.08 6 2.41 3:46 7 2.37 3.75 7 2.87 4.24 7 2.34 3.51 7 3.48 5.56 7 2.24 3.21 8 2.21 3.49 8 2.67 3.94 8 2.19 3.29 8 3.22 5.15 8 2.09 3.01 9 2.08 3.28 9 2.50 3.69 9 2.07 3.10 9 3.01 4.81 9 1.98 2.84 10 1.96 3.10 10 2.35 3.48 10 1.96 2.94 10 2.83 4.52 10 1.88 2.69 11 1.87 2.95 11 2.24 3.30 11 1.87 2.80 11 2.67 4.28 11 1.79 2.57 12 1.78 2.82 12 2.13 3.15 12 1.79 2.68 12 2.54 4.07 12 1.72 2.46 13 1.71 2.70 13 2.04 3.01 13 1.72 2.58 13 �4 13 1.65 2.37 14 1.64 2.60 14 1.96 2.89 14 1.66 2.48 j 14 Z.�3 3.72 14 1.59 2.29 15 1.58 2.50 15 1.89 2.79 15 1.60 2.40 �. -1:•� 15 2.23 3.58 15 1.54 2.21 16 1.53 2.42 16 1.82 2.69 16 1.55 2.32 16 2.15 3.44 16 1.49 2.14 17 1.48 2.34 17 1.76 2.60 17 1.50 2.25 17 2.08 3.32 17 1.45 2.08 18 1.44 2.27 18 1.71 2.52 18 1.46 2.19 18 2.01 3.22 18 1.41 2.02 19 1.40 2.21 19 1.66 2.45 19 1.42 2.13 19 1.95 3.12 19 1.37 1.97 20 1.36 2.15 20 1.61 ?.38 20 1039 2.08 20 1.89 3.03 20 1.34 1.92 22 1.29 2.04 22 1.53 2.26 22 1.32 1.98 22 1.79 2.86 22 1.28 1.83 24 1.24 1.95 24 1.46 2.15 24 1.26 1.90 24 1.70 2.72 24 1.22 1.75 26 1.18 1.87 26 1.39 2.06 26 1.22 1.82 26 1.62 2.60 26 1.18 1.69 28 1.14 1.60 28 1.34 1.98 28 1617 1.76 28 1.56 2.49 28 1.13 1.63 30 1.10 1.73 30 1.29 1.90 30 1.13 1.70 30 1.49 2.39 30 1.10 1.57 32 1.06 1.67 32 1.24 1.84 32 1.10 1.64 32 1.44 2.30 32 1.06 1.52 3t 1.03 1.62 34 1.20 1.78 34 1.06 1.59 34 1.39 2.22 34 1.03 1.48 36 1.00 1.57 36 1.17 1.72 36 1.03 1.55 36 1.34 2.15 36 1.00 1.44 38 .97 1.53 38 1.13 1.67 38 1.01 1.51 38 1.30 2.09 38 .98 1.40 40 .94 1.49 40 1.10 1.62 40 .98 1.47 40 1.27 2.02 40 1.37 45 .89 1.40 45 1.03 1.52 45 .92 1.39 45 1.18 1.89 45 .95 1.29 50 .84 1.32 50 .97 1.44 50 .88 1.31 50 1.11 1.78 50 .90 1.22 55 60 .80 .76 1.26 1.20 55 60 .92 .88 1.36 1.30 5S 60 .84 1.25 1.20 55 1.05 1.68 55 .85 .81 1.17 .80 60 1.00 1.60 60 .78 1.12 65 70 .73 1.15 1.11. 65 70 .84 1.24 65 .77 1.15 65 .95 1.53 65 .75 1.08 75 .70 .68 1.07 75 .81 .78 1.19 1.15 70 75 .74 .72 1.11 1.07 70 75 .91 1.46 70 .72 1.04 80 .65 1.03 Bo .75 1.11 80 .69 1.04 80 .88 .85 1.41 1.35 75 80 .70 1.00 BS .63 1.00 85 .73 1.07 85 .67 1.01 85 .82 1.31 85 .68 .97 .66 .94 SLOPE a .530 SLOPE = ,550 SLOPE a .500 SLOPE = .580 SLOPE a .490 6M -5v��- P RnIt,IA ,T ( (f' ^1r- T;rTr C-\tf'�T L 1000 900 800 700 600 500 CD CD 400 m 350 v 300 �c 250 t d 200 J 150 •• TC' LIMITATIONS: 100 1. Maximum length =1000' TC 90 2. Maximum area 10 Acres 5 80 a 70 d > H 6 -w 500 X , 400 Q 60 D 0 300 d\ S > 200 7 .- o w v tV 100 ° a- 50 ° w .�- 60 ° 8 n 0 0 50 ° CD E rn ° 30 a 0 0 20 °' 9-0 il) 35 CU ° 10 0 8 10 T F CD 0- � 3 -5 0 LL- 30 K q-Q) 0) 1 I 0 Undeveloped - 0 2 _``�- 12 Good Cover -_ W V7 N 25 Undeveloped E 1.0 0 E Fair Cover .6 4i S 5 i o _ 290 Undeveloped _3 l2� / 15 Poor Cover 0 `0 2 16 = _ 18 17 a Single Fomily, �' 50 17 12 (1/4 Acre) G4; �L- _ o I S Commercial 0 !9 14 (Pav 20- ~ 13 ;`' 0 12 U 11 ° C 25 . ° KEY c 9 L--H Tc -K -Tc' o }= 30 8 EXAMPLE: E 7 (1) L =550', H =5.0, K= Single Fomily(1 /4 Ac.) 35 i= Development , Tc =12.6 min. 6 (2) L =550'2 H =5.0'7 K = Commercial 40 L Development , Tc = 9.7 min. 5 bhp- 5vVC, 4 Reference: Bibliography item No. 35. / RCFC 81 WCD HYDROLOGY JMANUAL PLATE D -3